ASFP - Fire Protection for Structural Steel in Buildings

YELLOW BOOKFire protection for structural steel in buildings 4th Edition Association for Specialist Fire Protection Tournai Hall, Evelyn Woods Road, Aldershot, Hampshire GU11 2LL, United Kingdom t: : 01252 357 832 www.asfp.org.uk Association for Specialist Fire Protection 2 Fire protection for structural steel in buildings th www.asfp.org.uk INTRODUCTION 4 Edition revised 17 Dec 07 The Association was formed in 1976, and currently represents UK contractors and manufacturers of specialist passive fire protection products, with associate members representing regulatory, certification, testing and consulting bodies. It seeks to increase awareness and understanding of the nature of fire and the various forms, functions and benefits provided by passive fire protection. It is willing to make its specialist knowledge on all aspects of fire protection and can assist specifiers and main contractors in identifying products suitable for specific requirements, both in the UK and related overseas markets. The Association encourages experimental work related to passive fire protection and promotes consideration and discussion of all issues affecting the fire protection of structural steel and buildings. Association for Specialist Fire Protection (ASFP) Tournai Hall, Evelyn Woods Road, Aldershot, Hampshire GU11 2LL, United Kingdom T: 01252 357 832 www.asfp.org.uk The Steel Construction Institute (SCI) develops and promotes the effective use of steel in construction. It is an independent, membership based organisation. SCI’s research and development activities cover multi storey structures, industrial buildings, bridges, civil engineering and offshore engineering. Activities encompass guidance on structural design in carbon and stainless steels, dynamic performance, fire engineering, sustainable construction, architectural design, building physics (acoustic and thermal performance), value engineering, and information technology. Membership is open to all organisations and individuals that are concerned with the use of steel in construction. Members have access to specialist advisory service, free issue of every new SCI publication and free access to Steelbiz, an online technical information system (www.steelbiz.org). The Steel Construction Institute, Silwood Park, Ascot, Berkshire, SL5 7QN t: +44 (0) 1344 636525 f: +44 (0) 1344 636570 www.steel-sci.org. The Fire Test Study Group (UK) (FTSG) is a forum for technical discussions and liaisons between consulting fire test laboratories involved in producing test and assessment information for the purposes of building control. The member laboratories are all UKAS Accredited for testing. The primary objective of the group is to ensure common technical interpretations of the fire test standards and a common approach to technical appraisals or assessments of products made by FTSG members within the terms of approved document B “Fire Spread” to the Building Regulations 1991 1985. Members of the FTSG participate on all relevant BSI committees, the equivalent ISO CEN technical committees and are involved in the EEC European Commission technical discussions on harmonisation. FTSG members have strongly supported the publication of this edition of the “Yellow Book” as it provides specifiers and regulatory bodies with independently validated data. It also provides a comprehensive yet concise guide to the performance of materials used to provide fire protection to structural steel. The Fire Test Study Group (FTSG) (UK) Ltd c/o Bodycote Warringtonfire Testing, Holmesfield Road, Warrington, Cheshire WA1 2DS t: 01925 655116 f: 01925 655419 www.warringtonfire.net Acknowledgements Permission to reproduce extracts of BS 5950-8: 2003 (E) is granted by BSI. British Standards can be obtained from BSI Customer Services, 389 Chiswick High Road, London W4 4AL T: +44 (0)20 8996 9001 E: [email protected] The publishers wish to express their appreciation of the work undertaken by the ASFP Technical Review Panel consisting of Messrs G.Deakin and P Crewe, Bodycote Warringtonfire and Dr D.Smith and N Mcdonald of BRE FRS. The Panel has undertaken the validating and appraisal of the proprietary data sheets in this publication to maintain its unbiased technical content. The ASFP also acknowledges the valuable contributions made by Mr Gerry Newman and Ian Simms, SCI; Mr Ron Smith, previous Technical Officer ASFP for over 15 years who edited several revisions of this document; Mr John Dowling, Corus Construction; Bill Parlor, current Technical Officer ASFP; and Mrs Lisa Hennessey in the preparation and editing of the text for publication Although care has been taken to ensure, to the best of our knowledge, that all data and information contained herein is accurate to the extent that it relates to either matters of fact or accepted practice or matters of opinion at the time of publication, neither the Association for Specialist Fire Protection Limited nor the co-publishers mentioned above assume responsibility for any errors in or misinterpretations of such data and/or information of any loss or damage arising from or related to its use. Since this document may be subject to change and updating, it is an uncontrolled document. The data is only correct at the dates of the fire assessment and acceptance into this publication. The latest version of this publication is freely downloadable from the ASFP web site at www.asfp.org.uk/publications. The latest date is indicated at the bottom of each page. The ASFP offers no responsibility for products delivered to the market, or for any aspect of ‘withdrawn’ products. Compliance with this ASFP document does not of itself infer immunity from legal obligation © 2007 Association for Specialist Fire Protection ISBN: 1 870409 22 1 (revised 13 July 2007) Association for Specialist Fire Protection 3 Fire protection for structural steel in buildings th www.asfp.org.uk INTRODUCTION 4 Edition revised 17 Dec 07 Fire protection for structural steel in buildings Published by: Association for Specialist Fire Protection (ASFP) in conjunction with Fire Test Study Group (FTSG) and Steel Construction Institute (SCI) Foreword I am pleased to be able to introduce you to this updated version of the ASFP ‘Yellow Book’ the original of which was introduced some 30 years ago. Throughout that period it has become a definitive reference to the provision of fire protection to structural steel in buildings, and a source of validated performance data about products for that purpose provided by ASFP members. Construction methods continue to change as new innovations are introduced. The ASFP has tried to react to those changes, and will continue to respond with regular updated electronic versions of this 4th Edition offering appropriate new text and up-to-date data on products. This edition incorporates a new section to consolidate an industry agreed protocol for the formulation of performance claims for intumescent products in the absence of a specific British Standard for their fire testing and assessment. The protocol reflects requirements for gaining European Technical Approvals and CE Marking of products, since in the next two or three years all forms of fire protection to steelwork will have to be CE Marked if they are to be placed on the European market, even if CE Marking is not mandatory in the UK. As the new European (EN) fire tests are introduced, beginning with the revision of DD ENV 1338-4:2002 ‘Applied protection to steel members’ which will probably be split into two parts – currently drafted as prEN 13381-8 ‘Applied reactive protection to steel members’, and prEN 13381-4 ‘Applied passive protection to steel members’ - new challenges for effective communication will arise. The revised text introduced in this 4th Edition separates the testing and assessment methods of ‘passive’ fire protection products from ‘reactive’ fire protection products. This 4th Edition of the publication recognises that in recent years the use of cellular beam constructions have increased, especially where long spans are required. These beams may feature circular, rectangular or lozenge shaped openings in the web to reduce weight and to accommodate services. It is now well known that the required thickness of any intumescent coating to provide fire protection to these types of cellular beams is product specific and that generalised rules for adoption of the data appropriate to solid sections cannot be made; the ‘narrowness’ of the web post needs to be considered to establish the appropriate thickness of the coating. An explanatory section has been added to the text. Note that work on prEN 13381-8 does not yet encompass testing and assessment of fire protection to cellular beams. Notwithstanding these changes, the traditional ‘section factor’ tables have also been updated, since most steel sizes now available from UK producers have been changed in recent times. As in previous editions, an ASFP Technical Review Panel of independent experts judges the adequacy of the test and assessment data supporting every product included in this book, ably managed and supported by the ASFP Technical Officer. Appropriate acknowledgements are given in the inside cover. Readers can rest assured that all ‘fire protective products/systems’ listed are capable of providing the claimed performance as given by test to appropriate BS or EN standards, as indicated in all tabulated data. However, this does not confer any reliability of performance or quality of products supplied by manufacturers to the market. This assurance can be offered by ‘third party certification’ of the products. In England and Wales, the introduction of The Regulatory Reform (Fire Safety) Order 2005 and the introduction of two separate volumes of Approved Document B –Fire Safety (2006 edition) has combined to present new requirements for the communication of potential hazards and associated risks within the duty for dynamic risk assessment of most buildings that are not dwellings. Similar changes are ongoing in Scotland, within The Building (Scotland) Regulations 2004 and the Technical Handbook (Fire) 2005 for Domestic and Non-domestic buildings. In Northern Ireland the relevant documents are The Building Regulations (Northern Ireland) 2000 and DFP Technical Booklet E –Fire Safety 2005. The latest information can be found at either of – www.planningportal.gov.uk or at www.infoscotland.com/firelaw or at www2.dfpni.gov.uk/buildingregulations The information used for risk assessments may become scrutinised as never before, as Fire Law adopts the same ‘prove yourself innocent’ approach as existing Health and Safety legislation. I commend the ‘Yellow Book’ to all, as an authoritative source of guidance, referenced in Approved Document B 2006, on the safe provision of fire resistance for structural steel frames in buildings. Geoff Deakin MBE Director - Bodycote warringtonfire Chairman of the ASFP Technical Committee Association for Specialist Fire Protection 4 Fire protection for structural steel in buildings th www.asfp.org.uk INTRODUCTION 4 Edition revised 17 Dec 07 ASFP YELLOW BOOK Amendments to Vol 1: Section 1-9 (Amendments to Vol 2: Section 10 included in the front of each product section) DATE SECTION AMENDMENT SUMMARY SOURCE 13/07/07 ALL Book divided into two volumes. Vol 1: Sections 1-8 & 10 and Vol 2: BP Section 9 Product Data Sheets 06/08/07 1 Table 3: BP 610x305x149 area of section changed to 190.04 06/08/07 1 Table 6: BP Parallel flange channels, 3-sided profile drawing corrected 06/08/07 1 Table 9: BP 3-sided profile and box drawings exchanged 06/08/07 1 Table 10: BP Structural tees, 3-sided profile drawing corrected 305 x 152 x 58.9, 4-sided profile section factor changed to 125 06/08/07 1 Table 13: BP 60 x 60 x 4mm 4-sided section factor changed to 275 06/08/07 1 Table 14: BP 120 x 80 x 4mm 3-sided (2nd col) section factor changed to 185 01/11/07 1 Repagination of pages BP 17/12/07 1 6.3.4(c) change 150mm to 160mm BP Note 1: Amendments may only be inserted by ASFP Secretariat with approval of the ASFP Technical Officer. Association for Specialist Fire Protection 5 Fire protection for structural steel in buildings th www.asfp.org.uk INTRODUCTION 4 Edition revised 17 Dec 07 ......................................................... LIST OF PRODUCT DATA SHEETS................... STRUCTURAL FIRE ENGINEERING.. THE FIRE PROTECTION OF CELLULAR BEAMS & CASTELLATED SECTIONS ....................73 7.......................................... protected by passive fire protection systems [e.................................47 4...........52 5..............9 1.....7 DEFINITIONS ........86 Association for Specialist Fire Protection 6 Fire protection for structural steel in buildings th www..................................................2 Protection Methods and Fire Testing ......................8 1................75 7...............................................passive protection systems ......................2 Cellular beams protected by reactive coatings [e...................................................................5 Material thickness and steel temperature .....................7 SCOPE .....................................................8 New steel section designations................. ASPECTS OF FIRE PROTECTION.............71 7.............................................75 7................................g intumescent coatings] ...46 3.....2 General.....................................................................................................................................................................11 Presentation of the Results ..............................................TABLE OF CONTENTS PREFACE.......................2 Structural fire protection using reactive coatings .........................13 Assessment of Existing BS 476 Test Data to ENV 13381..................................................48 4...................................................4......20 2....................................................................................................................................................................................................4...........................................................................................................77 8. boards and sprays].................................................................................................................................................................. TEST AND ASSESSMENT METHODS TO THE EUROPEAN STANDARD ENV 13381........................................................7 Performance of steel encased passive protection systems.........61 6...................................49 5........................................9 1........................................................................................................................................................................10 Direct Application of Results .............................42 2.........................................................................................................................................................................................12 Applicability of the Results of the Assessment to Other Section Shapes...........9 Criteria for Acceptability ...........73 7...........................................54 6................................1 Cellular beams............................4 Test Conditions ....13 1.......13 1..............71 7.....................1 Introduction ....20 1...................9 1............................................................2 Test procedure .............................................................................................................................................................................................................asfp...........................................................75 7..............2 Test procedures [Reactive systems]...........................15 1.......................................5 Properties of Test Component Materials ...............6 Thermal Response and Section Factor ...... FIRE PROTECTION PRODUCT/ SYSTEM DATA SHEETS AND THEIR APPLICATION ...............................................6 Validity of the Temperature Data ..43 3 TEST & ASSESSMENT PROCEDURES – GENERAL GUIDANCE ......................81 9..................42 2.......................................2 Load ratio .........................71 7.................................................................................................................................42 2..............46 3..........................passive protection systems ..................................................................................................................................................48 4........................................................................................................................................................10 1.... TEST AND ASSESSMENT PROCEDURES – REACTIVE FIRE PROTECTION SYSTEMS ...63 7.....................................................................2 General test procedures.........................4 Assessment of fire protection materials ..........................................................................g......7 Correction of Temperature Data ....................................................73 7.......77 8..............1 Test programme [Reactive systems] .....................................................................................................................................................76 8........................................................................................ TEST AND ASSESSMENT PROCEDURES – PASSIVE FIRE PROTECTION SYSTEMS...............53 5................................................................................................................ BIBLIOGRAPHY & REFERENCES .............................73 7...............................................org....................................1 Strength of steel at elevated temperature.................................46 3......62 6.............................................................................................3 General assessment procedures ........52 5...............................................................................8 Assessment Methods...................................................3 Testing Protocol ...........83 10...................................................72 7...........uk INTRODUCTION 4 Edition revised 17 Dec 07 ...................................1 General information.......................................................48 4....................................................................3 Assessment procedures [Reactive systems] .............................61 6..............................73 7.............3 The ASFP fire testing protocol for cellular beam protection ......................................................1 Structural fire protection using passive products/systems......1 Introduction .................................................3 Composite beams and voids........1 Test programme .....3 Assessment of performance of passive protection systems...................................................................................................................3 Fire Resistance Testing .....................................................74 7.......................................... including castellated sections................ Section 4 Contains specific test and assessment procedures for ‘passive’ fire protection systems (boards and sprays) using UK methods Section 5 Contains specific test and assessment procedures for ‘reactive’ fire protection systems (e. marketed or site applied by members of ASFP. SCOPE Section 1 Contains some background information into why steel often requires fire protecting and explains the basic concepts of fire testing and how to specify fire protection. Section 2 Contains a brief introduction to structural fire engineering and specific recommendations for composite beams. in the UK. Section 6 The text also includes a new text related to the fire protection of cellular beams protected from fire by passive products or reactive coatings. The term Hp/A will eventually be replaced in the UK by A/V which will become the standard reference throughout Europe.4 Contains fire resistance assessment procedures based on the new European procedures at a range of steel temperatures. (350°C to 700°C). It explains how the concept of Section Factor is used in the assessment of protection and gives guidance on the calculation of the Section Factor in some non- standard cases. This edition therefore contains information for some products showing the variation of protection thickness with steel temperature. Section 3 Contains general guidance of fire resistance test and assessment procedures using UK methods. the term Hp/A has been used for many years to denote the section factor.uk INTRODUCTION 4 Edition revised 17 Dec 07 . These comprise assessments based on the traditional UK procedure at steel temperatures of typically 550°C or 620°C and assessments based on the traditional UK procedures but at a range of steel temperatures (350°C to 700°C). In order to avoid confusion to the user of this publication. UK and European design codes give the engineer the opportunity to calculate the steel failure temperature as a function of the applied load level.g intumescent coatings) using UK methods in support of the protocol developed by the intumescent industry under the auspices of the ASFP and British Coatings Federation. Association for Specialist Fire Protection 7 Fire protection for structural steel in buildings th www. It also introduces a new method of determining the section factor for cellular beams. It features Tables of Section Factors for most sizes of currently UK produced structural steel sections.asfp. it should be noted that the terms A/V and Hp/A have very similar meaning and the reader may use either. Section 9 Bibiliography and References Section 10 Contains data sheets for many different fire protection systems. Suppliers may have more data available than is published here In the new European fire test standards the section factor is referred to as A/V but. Section 8 Contains notes on the application of fire protection system data sheets from which a specifier may obtain authoritative information on required thickness and range of application. It should be noted that the scope of existing BS and EN standards do not make provision for this application. It provides a comprehensive guide to proprietary materials and systems all of which are manufactured.PREFACE This publication has been prepared by members of the ASFP and presents economical methods for the fire protection of structural steelwork to provide compliance with building regulations. The data sheets indicate the limiting temperatures for the tabulated data. Section 7 Contains test and assessment methods to the European Standard ENV 13381. and any other basis for the assessment procedures. The section factor for cellular beams is discussed in Section 6. For all fire protection materials the required thickness of fire protection will vary depending on the critical limiting temperature of the loaded steel.org. UKAS United Kingdom Accreditation Service (National Accreditation of Measurement and Sampling) Association for Specialist Fire Protection 8 Fire protection for structural steel in buildings th www.. A/V. The fire resistance of a compartment wall or floor that is penetrated by protected structure also needs to be considered. intumescent coatings) Products which are specifically formulated to provide a chemical reaction upon heating such that their physical form changes and in so doing provide fire protection by thermal insulative and cooling effects.asfp. compartment or building.uk INTRODUCTION 4 Edition revised 17 Dec 07 . This committee is responsible for the preparation of European fire related Standards. either vertically or horizontally during testing. which acts as an insulating layer to protect the steel substrate. Composite Beam A beam comprising a steel I section connected via shear connectors to a reinforced concrete or composite floor slab where the steel section and floor slab are designed to act together. Note that the section factor for cellular beams is calculated differently – see Section 6 Steel UB or UKB Universal Beam of steel as manufactured to BS 4: Part 1: 2005 Steel UC or UKC Universal Column of steel as manufactured to BS 4: Part 1: 2005 Stickability Ability of a fire protection material to remain coherent and in position for a defined range of deformations. Critical Temperature The temperature at which failure of the structural steel element is expected to occur against a given load level. used to measure the fire test furnace temperature(s). (also known as Hp/A). has units of m¯¹ and is known as the ‘Section Factor’. under fire conditions. so that the required ‘load bearing capacity.g boards and sprays) Products which do not change their physical form on heating. providing fire protection by virtue of their physical or thermal properties Plate Thermometer A 100 x 100mm insulated thin steel plate to which a thermocouple is attached. Limiting Steel Temperature The maximum temperature of the critical element of a steel member prior to failure. Orientation Plane in which the exposed face of the test specimen is located.DEFINITIONS CEN European Committee for Standardisation. Members with low section factors will heat up more slowly.org. furnace and steel temperatures. In profiled protection: The ratio of the inner surface area of the fire protection material per unit length. This ratio.g. Design Temperature The ‘design temperature’ is the temperature determined by calculation at which failure of the structural steel element is expected against a given load level at a particular location in a building Fire Load The energy per square metre of floor area of the combustible material present within the internal bounding surfaces of a room. In boxed protection: The ratio of the inner surface area of the smallest possible rectangle or square encasement that can be measured round the steel member per unit length to the cross sectional volume (area) of the steel member per unit length. Reactive Fire Protection Products (e. eg intumescent products Section Factor (A/V) The rate of increase in temperature of a steel cross-section is determined by the ratio of the heated surface area (A) to the volume (V). Passive fire protection products (e. Fire Resistance Period The fire resistance period of each tested loaded steel section is the duration of the test until the specimen is no longer able to support the test load (see Section 1). such that its ability to provide fire protection is not impaired. the integrity and insulation’ criteria of the wall are not diminished by the protected steel and fire-stopping / penetration components Intumescent Coating / reactive coating A coating which reacts to heat by swelling in a controlled manner to many times its original thickness to produce a carbonaceous char. to the cross sectional volume (area) of the steel member per unit length. The tabulated protection thicknesses in Section 9 include the inherent fire protection of the steel section for given exposure to fire . They can be applied in a variety of ways to meet specific site requirements. use and occupancy of the building and the function of the element. the load-bearing criterion of the standard test can be satisfied over a range of temperatures.3 and 7) have shown that using the fire protection products/systems described in this publication. Heavily loaded steel will lose its design margin of safety at temperatures around 550°C regardless of the grade of steel. It is hoped that eventually there will be a basis for international test data exchange. Specially designed and constructed suspended ceilings utilising lightweight metal support components. When exposed to fire all commonly used structural materials lose some of their strength. The BS 476 series is being replaced by European fire testing standards (See Sections 1. The adoption of the European standard is intended to remove technical barriers to trade within Europe. Board materials would normally be used to form a box around the section and special insulating concretes can be used to form solid protection. Where structural steel members are required to have enhanced fire resistance. limited fire resistance can be achieved by virtue of the inherent fire performance of the particular steel section itself. Alternatively. Fire resistance tests on heavily loaded flexural and compression members have demonstrated that in certain cases a fire resistance of 15 minutes or more can be achieved without applied protection.uk SECTION 1 4 Edition revised 17 Dec 07 .org.asfp. performed in accordance with BS 476-21 or ENV 13381-4 (see Sections 1. Fire resistance tests on structural steel members. for example. ISO 834. In considering any fire protection system it is important to distinguish between profile. timber sections deplete by charring and steel members eventually lose strength.1. ASPECTS OF FIRE PROTECTION 1. and sprayed or trowelled compounds on suspended lath. box and solid methods of application (Figs 1 and 2). insulating tiles and panels. Examples are given below Table A2 of Approved Document B: 2006 1. height. tested in accordance with BS 476-23 or ENV 13381-1 may also be used for the protection of structural steel but they are beyond the scope of this publication. The two standards are generally similar but differ in a number of details. The international fire testing standard. Sprayed materials would normally be applied to follow the profile of the section. Figure 1: Protection technique for three-sided protection Profile Box Solid (with or without gap over flanges) Association for Specialist Fire Protection 9 Fire protection for structural steel in buildings th www.2 Protection Methods and Fire Testing A wide range of materials is available to enhance the fire resistance of structural steel members. Members carrying appreciably less than their full capacity may remain stable at temperatures up to. in certain cases. and beyond 700°C.3 and 7). Further information on structural fire engineering is given in Section 2. concrete can spall exposing reinforcement. they can be protected by applying insulating materials.1 Introduction Regulations require certain elements of structure to have fire resistance. Whether or not an element requires fire resistance depends upon such things as size. These already coexist in the guidance within Approved Document B: 2006. Fire tests on elements of building construction have been carried out in accordance with the methods in the various Parts of BS 476. is similar to the other standards and is in the process of being revised to bring it more in line with the European standard. Details of individual fire protection products/systems are given in Section 9. uk SECTION 1 4 Edition revised 17 Dec 07 . 1. It is common when referring to the testing and use of fire protection to use the term “orientation” to mean horizontally. UK.asfp. together with support data from other laboratories. together with the thickness and performance of the protection system. such as steel beams. loaded beams are tested horizontally with protection applied to three sides and with the top flange directly in contact with a floor slab.org. as a column. To repeat the procedure to explore those important and numerous variables for all steel sections and protection parameters would be prohibitive. Figure 2: Protection technique for four-sided protection Profile Box Solid (with or without gap over flanges) The size and construction of a test specimen would ideally be identical with the element in its intended position in a building. whilst BS 476 Part 22 fire resistance tests are intended for non load-bearing elements of construction European fire testing standards have been published. as all the procedures for assessing fire protection are currently specified in ENV13381-4. In the UK.3 Fire Resistance Testing Fire test standards The general procedures used for determining the fire resistance of load-bearing elements of structure are specified in BS476 series. it is this standard which is generally referred to in this publication. it is generally accepted that the procedures for determining the contribution of applied protection to the fire resistance of steel members are covered by this ASFP publication. This standard makes reference to the EN 1363 Series of standards which contain general information about conducting fire resistance tests. In assessing the performance of fire protection materials the relevant part is presently ENV 13381-4 “Test methods for determining the contribution to the fire resistance of structural members Part 4: Applied protection to steel members”. The data sheets in this publication have largely been derived from tests carried out at the BRE/FRS fire laboratory at Garston. Assessment procedures have therefore been developed which allow the performance of a range of steel sections to be estimated from the information gained from a limited number of tests. The results of a standard fire resistance test relate to the steel section size and loading. The UK test facilities are approved for this test work under the UKAS scheme. In both BS476 and the new European Standards the fire resistance performance of an element is judged against the three criteria of load-bearing capacity. The term “orientation” is used throughout this publication. The European standards will gradually replace the British Standards. In a BS 476 test. or at Bodycote Warringtonfire. as a beam. ENV 13381-4 has no parallel British Standard. Beams are tested with a layer of insulation between the top flange and the floor slab and a loaded test on a column is generally not required. integrity and insulation. Columns are tested vertically with the protection applied to all sides. The European Classification System will use the abbreviations of R. E and I respectively for these three criteria. In assessing the performance of fire protection materials the relevant parts are: Part 20 Method of determination of the fire resistance of elements of construction (general principles) Part 21 Method of determination of the fire resistance of load-bearing elements of construction Whilst BS 476 Part 20 is concerned with general principles and covers requirements which are common to the other Parts of BS 476.- Association for Specialist Fire Protection 10 Fire protection for structural steel in buildings th www. Watford. the BS 476 Part 21 fire resistance testing covers load-bearing elements of construction. When assessing a material to ENV 13381 Part 4 or to the draft prEN 13381 Part 8 the required tests are slightly different. or vertically. It is therefore common to meet the terms “three sided” and “four sided” exposure when dealing with fire protection to steelwork. However. columns or walls. and may be of particular importance where steel structure passes through compartments. its ends are rotationally fixed so that. It is recognised that varying results can be obtained on identical specimens tested in different furnaces. which embraces members from UKAS approved fire testing laboratories. This information is used in both the UK and European methods of assessing fire protection materials. 1.3. The procedures used in most UK fire testing laboratories have been agreed and standardised through the Fire Test Study Group. to ensure that consistent techniques are adopted in the generation of data for appraisal purposes. The level of the applied load traditionally used in the UK is slightly lower than that specified in the new European EN standard. testing and measuring techniques. Resistance to the transfer of excessive heat [insulation (I)] is the ability of the element to resist the passage of heat by conduction. Resistance to fire penetration [integrity (E)] is the ability of the element to resist the passage of flame and hot gases and also. It is usual to include information on the fire insulating properties of fire protection materials obtained from tests performed on unloaded exploratory specimens (about 1m in length). representatives from the UKAS executive and BRE Fire Research Station. Note the requirement to maintain REI for compartment walls and floors penetrated by protected steel.Resistance to collapse [load-bearing capacity (R)] is the ability of the element to remain in place and support the required load without excessive deformation. Figure 3: General arrangement for BS 476 fire tests on beams Concrete cover LOAD Slab to steel Furnace cover slab Seal Furnace cover slab beam Association for Specialist Fire Protection 11 Fire protection for structural steel in buildings th www. It is then axially loaded to develop the required stress which is normally the maximum permitted by design. although it has freedom to expand longitudinally. loaded beam tests are carried out on a nominal span of 4.25 metres using a 305x127x42 Universal Beam for passive insulating materials and a 406x178x60 Universal Beam for intumescent coatings. Loaded column tests are normally carried out on a 203 x 203 x 52 kg/m Universal Column with an exposed length of at least 3 metres (Figure 4). The specimen is initially held vertically and. structurally. Currently in the UK. The higher EN load could make the test more onerous in that the ability of the fire protection to maintain its stickability could be affected. . not to exhibit flame on the unexposed side. However.7 can be assumed. Simple linear elements such as beams or columns are only judged against loadbearing capacity for the fire resistance period under consideration.uk SECTION 1 4 Edition revised 17 Dec 07 . an effective length factor of 0.asfp. the UK laboratories use common preparation. are judged against all three criteria. such as floors or walls.org. To reduce the effect of such variations. and is often combined with loaded tests to form a complete “test package”. any difference in the final assessed thickness of protection required to keep a steel member below a specified temperature is likely to be insignificant. Separating elements. or fire resisting walls or floors The use of REI terminology has already become more common.1 Description of Fire tests to BS476 Beams are tested horizontally in conjunction with a floor slab (Figure 3) and columns are tested vertically (Figure 4). The European procedures do not always require a loaded column to be tested. However. except for products which are only used for protecting columns. UK beam tests use a segmented dense concrete slab in intimate contact with the top flange of the beam. Figure 4: General arrangement for BS 476 fire tests on loaded columns Association for Specialist Fire Protection 12 Fire protection for structural steel in buildings th www.2 Description of fire tests to ENV 13381-4 The testing programme for the assessment of a fire protection material to ENV 13381-4 differs in a number of respects from the BS 476 programme. Another major difference between European and UK testing is in the type of furnace thermocouple used. The plate thermometer is intended to reduce the differences between fire tests carried out in different furnaces and thus to promote European harmonisation. with a thermocouple welded to its centre. insulated on one side. when assessing intumescent coatings.uk SECTION 1 4 Edition revised 17 Dec 07 . The main difference is that a loaded column test is not required in the European Standard. This serves to reduce the heat sink effect of the slab and to minimise the effects of composite action. It consists of a small plate. The European test uses a plate thermometer.org.3. an unloaded column 2000mm high must be tested to assess stickability. The other main difference is that.asfp. a layer of insulation is placed between the top flange of the beam and an ultra lightweight concrete floor slab.1. for the loaded beam test. This a special type of thermocouple used for measuring the temperature within the furnace. residences. If used. However. a carefully designed programme of fire tests is carried out on both loaded and unloaded specimens and. BS 5950-1 and ENV1991-1-1 (the loading code) assume that a proportion of the design load will not be present at the time of the fire. designated ENV 1993-1. EC 3-1. as used in previous Editions. for all beams or columns on one floor level. Firstly. This assumed that the structural section was fairly heavily loaded at the time of the fire. schools. Note that in BS 5950 Part 8:2003 the load factor for offices has been reduced from a generalised value of 0. may not always be appropriate and some reference to the composite or non-composite steel members and the usage of the proposed building should be made. Columns are frequently constructed so that a single length will be two or three storeys high. 4 and 5 . It is now known that the original approach was almost invariably conservative. together with a simplistic representation of the behaviour of steel at elevated temperatures. libraries. These programmes of tests are designed to determine both the insulation characteristics of a fire protection material and its physical performance under fire conditions for a range of steel sizes (in terms of Section Factor. programming and the assessment procedures are given in Sections 3.5 Material thickness and steel temperature In this publication. and 620°C for beams (supporting concrete floors). so a high percentage of load is permanent. In a similar programme of tests to those already used in the UK.g intumescent coatings] respectively. the thickness of fire protection was specified such that the maximum temperatures of 550°C for columns. then the temperatures of 550°C and 620°C.2 and EC 4-1. 1. effectively base the failure criteria for load-bearing elements on strength. but. Other types of buildings such as warehouses. The method has a number of technical differences from the UK procedure which make an exact comparison difficult. both loaded and unloaded specimens are tested and an appraisal of the fire protection material is derived. The lowest storey will be the highest loaded but the upper storey will be very lightly loaded. have a high percentage of non-permanent loads. beams are often designed for serviceability (deflection) requirements which mean that their strength is not fully utilised in the cold state and they would therefore have an additional reserve of strength at the fire limit state. it is permissible to consider only the strength of an element. Buildings such as offices.uk SECTION 1 4 Edition revised 17 Dec 07 . This means that the failure temperature will increase marginally. the load on the structure at the time of the fire can be calculated by treating it as an accidental limit state. boards and sprays] and for reactive fire protection systems [e. The protection contractor will then be able to use the required thickness of material to ensure that the steel section does not exceed this temperature. For this type of building.asfp. A method of assessing fire protection materials has been developed and used in the UK for a number of years. we have improved understanding of how steel columns and beams behave in fire. This process could be simplified by the designer specifying a maximum steel temperature. More recently. Since the introduction of these temperatures.for general conditions.2 and ENV 1994-1. Further information on fire resistance testing. Using fire design codes such as BS 5950-8:2003 or the Structural Eurocodes.g. such as BS 476. European methods of assessing fire protection materials have been developed. In fire.5.1. protection thicknesses and fire resistance periods). These methods have been formally codified in ENV 13381-4.4 Assessment of fire protection materials Methods of assessing the performance of fire protection materials have been developed which enable the thickness of protection for a wide range of situations to be predicted.2. this will allow structural fire designers to specify a limiting or failure temperature for a given structural section. The procedure is in two parts. It was used to generate the data in the earlier editions of this publication and is one of the methods used in this edition. to a lower value of 0. the thickness of fire protection materials to maintain steel sections below specified temperatures is given in product data tables. a mathematical procedure is applied to the results of the tests which enables predictions of required thickness to be made. The fire testing standards.2. based on the worst case. etc. within the fire resistance period. secondly. It is important that the basis for these temperatures is understood.6. the structural codes. used earlier.org. If the structural fire design codes are not used to calculate the maximum allowable temperature in the steel sections. which are not used for storage. etc are primarily used for storage. They generate the maximum amount of data from a minimum number of tests. for passive [e. and the codes allow no reduction in design load for the fire condition. were not exceeded for a given period of fire resistance. hospitals. see Table 1. Another factor affecting the failure temperature in fire is that there Association for Specialist Fire Protection 13 Fire protection for structural steel in buildings th www. to the fire protection contractor. in some limited cases can be shown to be unconservative. In the 1st and 2nd editions of this publication. resulting in the development of fire design codes. 1 Members in compression. are not fully utilised in the normal. the limiting temperatures only apply when the voids between the top of the beam and underside of the steel deck are filled with non-combustible void fillers. tension members and beams with low shear load. state will have reduced load ratios in the fire limit state. but they are not always conservative. for a range of load ratios based on BS 5950-8: 2003. designed in accordance with BS 5950-1:2000. or protected members complying 520 555 585 620 660 715 810 with 6. Also see 2. are provided for various categories as listed.5. The load factors for the fire limit state are provided in Table 5 of BS 5950 Part 8:2003.asfp.3 0. Table 1 – Limiting temperatures for the design of protected and unprotected hot finished members Limiting temperature [degrees C] at a load ratio of Description of steel member 0.7 0.31 of BS 5950-8 Other protected members 460 510 545 590 635 690 770 Members in tension: all cases 460 510 545 590 635 690 770 NOTE – For beams supporting a composite slab.31 of BS 5950-8 Other protected members 540 585 625 655 700 745 800 Composite members in bending supporting concrete slabs or composite slabs: Unprotected members. Steel members which. The designer is almost invariably forced to use “the next size up”.1 Performance criteria In case of a fire. including any incorporated members. Any specified design or regulatory requirements for the insulation and integrity of compartment walls and floors. in terms of strength.6(2) 0. 1. cold. A suitable statement must be provided in all contracts and quotations’ Association for Specialist Fire Protection 14 Fire protection for structural steel in buildings th www.5.are only a finite number of serial sizes.3 of this ASFP publication SCI 4 November 1997 –‘The existing temperatures of 550C and 620C are acceptable for most circumstances.31 of BS 5950-8 [i] 100% degree of shear connection 550 580(2) 610(2) 645 685 740 840 [ii] 40% degree of shear connection 575 600(2) 635(2) 665 700 760 865 Other protected members - [i] 100% degree of shear connection 495 530 570 610 650 705 785 [ii] 40% degree of shear connection 530 560 595 630 675 725 795 Members in bending not supporting concrete slabs: Unprotected members.4 0. for a slenderness ≤70 510 540 580 615 655 710 800 > 70 but ≤ 180 460 510 545 590 635 635 635 Non-composite members in bending supporting concrete slabs or composite slabs: Unprotected members or protected members complying 590 620 650 680 725 780 880 with 6.uk SECTION 1 4 Edition revised 17 Dec 07 . the mechanical resistance of the entire structure or individual structural members should be designed and constructed in such a way that their load bearing function is maintained under the factored loads for permanent or non-permanent loads during the relevant fire exposure.2 0.org. or protected members complying with 6. should also be satisfied 1.5 0.2 Limiting temperatures The limiting temperatures shown in Table 1. They may be used to determine the behaviour in fire of columns. As the limiting temperatures assumed may affect the thickness and cost of fire protection. in assessing the appropriate steel temperature of columns and beams supporting roofs in storage buildings.4 to 0.6 for general buildings. the higher steel temperatures appropriate for offices etc should be used. For practical designs the load ratio will vary between approximately 0. that a small thick section will be slower to increase in temperature than a large thin one. fire protection system thicknesses are given for typical steel temperatures. [b] It is also important to differentiate between the effect on limiting temperature from non-composite decks and composite decks with different levels of shear connection as shown in Table 1. This ratio. Values of Section Factor.8: 2003. The higher the value of the Section Factor the greater will be the protection thickness required. NOTE 2 – It is important to recognise that changes have been introduced to the text in this 4th Edition when compared to the data in earlier Editions.65. NOTE 3 . has units of m-1 and is known as the “Section Factor”. The higher the load ratio.65. rounded to the nearest 5 units. Also. This means that the failure temperature will increase marginally.Users of the tabulated data should be aware of the lower recommended temperatures for storage buildings. the load factor for Offices has been reduced from 0. Throughout this publication the term A/V will be used. the lower the failure temperature.6 Thermal Response and Section Factor The rate of increase in temperature of a steel cross-section is determined by the ratio of the heated surface area (A) to the volume (V). It is likely that the designation Hp/A will gradually fall into disuse. ENV1993-1-2 and ENV1994-1-2) the Section Factor is presented as A/V. These changes arise from the revision of load factors in BS 5950 . NOTE 4 . A steel section with a large surface area (A) will receive more heat than one with a smaller surface area. which generally has the same numerical value as Hp/A. This has an effect on the limiting temperature as shown in Table 1. It follows therefore. for the range of sections for fire Association for Specialist Fire Protection 15 Fire protection for structural steel in buildings th www.uk SECTION 1 4 Edition revised 17 Dec 07 . and this is shown diagrammatically in Figure 5. The load ratio is higher in storage buildings but not usually above 0. A/V.The ratio of the load or moment carried by a steel member at the time of a fire compared to the strength of the member at normal temperatures is called the ‘load ratio’. It is the responsibility of the design engineer.NOTE 1 . using design codes such as BS 5950-8 or ENV 1993-1-2. to specify the appropriate limiting steel temperatures. [a] For example. users of the data are reminded that the basis on which the thicknesses are specified in contracts should be clear to all parties. 1. Figure 5: Concept of the section factor Section Factor = A/V where A = surface area of steel exposed to fire per unit of length V = Volume of the section per unit length High A Low A Low V High V Fast Heating Slow Heating In earlier editions of this publication the Section Factor was written as Hp/A. as extracted from BS5950-8:2003 [c] Roof loading is non-permanent in nature regardless of the use of a building. the greater is the heat sink. to a lower value of 0.In Section 9.5 in BS 5950 Part 8:2003.org. In the new European testing and design standards (ENV13381-4. Therefore. Members with low Section Factors will heat up more slowly.asfp. The Section Factor (A/V) is thus a measure of the rate at which a section will heat up in a fire. the greater the volume (V) of the section. B. In the absence of a full programme of tests on the system as a boxed protection. most apertures are circular in shape. it is taken as the external surface area of the steel section itself. Guidance on some common cases is given below.g intumescent paint] for the fire protection of castellated sections and cellular beams. In calculating the Section Factor values the full volume.asfp. The value of A is the exposed surface area and that depends on the configuration of the fire protection. square and circular sections.see Figure 6) whilst for a “profile” protection.uk SECTION 1 4 Edition revised 17 Dec 07 . The modifications listed below would not apply to intumescent coatings. Alternatively. the fire test data relates specifically to universal beams and columns. Fire test experience has shown that the temperature of castellated members may increase at a slightly faster rate than the conventional parent sections and that an increase in the fire protection thickness is prudent. the 20% rule does not apply when using reactive coatings [e. for rectangular.org. The dimensions of the residual ‘web post’ can significantly affect the performance of the cellular beam in fire. New recommendations are also provided in Section 6. and the comparability between SHS sections and “I” sections in terms of protection thickness related to Section Factor. In the case of a “box” protection. Castellated sections This publication considers that castellated beams are one form of cellular beams. The same critical temperatures can be adopted for analysis purposes for SHS and “I“ sections. has been established. 1.6. 1.2 Section Factor (A/V) for structural hollow sections Other than where stated in Section 2. it has been recommended that to obtain the thickness of passive fire protection [boards and sprays] for a castellated section. as the bulk of test work over the years has concentrated on these sections.1 Section Factor (1400/t) for cellular beams including castellated sections Cellular beams To satisfy building design requirements. In previous editions of this publication. cellular beams can be created from three flat steel plates welded together. Furthermore. N. Figure 6 illustrates the appropriate ‘perimeter dimension’ to be used when calculating the Section Factor for a variety of steel sections in different situations. For “solid” protection the Section Factor value should be taken as that for box protection. the steel depth is increased. V. test data exists on structural hollow sections (SHS) as compression and flexural members. for the installed fire protection product. A large range of circular aperture sizes and spacing/pitch is available. The issue is discussed further in Section 6. steel beams are now available with a variety of apertures created in the basic section size. Where a spray or trowelled system has been tested as a profile protection.6. the surface in contact is ignored in calculating A. the surface area is taken as the sum of the inside dimensions of the smallest possible rectangular or square encasement (except for circular hollow sections . Guidance on fire protection with intumescent coatings is presented in Section 5. to form deeper cellular beams than the parent beam. the thickness should be derived on the basis of the Section Factor for the profiled application In some cases the appropriate Section Factor may not be based on simple geometric considerations. the use of the same material as a box protection is permissible. Although minimal steel is effectively removed from the parent steel section volume. during a secondary manufacturing process. the thickness of fire protection should first be obtained based on the section factor as determined for the original parent steel section and then increased by 20%. The method of calculating section factor AND fire protection thickness for cellular beams is considered to be different than for other solid steel sections. Where a section supports a floor or is against a wall which themselves provide fire protection. Association for Specialist Fire Protection 16 Fire protection for structural steel in buildings th www. However. Whilst rectangular and/or elliptical ‘elongated’ aperture shapes are available. is used whether the section is exposed on three or four sides as the whole of the steel section will be receiving heat. Different approaches have been introduced for the use of passive fire protection products (boards and sprays) and reactive coatings (intumescent products). provided there is adequate evidence of physical performance (commonly referred to as “stickability”). This guidance is now withdrawn and replaced by new guidance for cellular beams in Section 6.exposure on both three and four sides are given in Tables 3 to 15. Different approaches should be followed according to the degree of fire resistance required of the wall or floor. 1.2 of Eurocode EN 1993-1-2:2005. Where modifications are considered significant. Being mindful of modern trends towards greater use of lightweight wall and sandwich panel or partition constructions. whether board or spray whose thickness has been assessed from test data on profiled “I” sections (see Figure 2). block or concrete have been used. the Section Factor may be traditionally calculated as shown in Figure 6. for unprotected steel members uses a more conservative value for the Section Factor[A/V] as calculated by division of the exposed steel perimeter [AEXP] by the exposed steel cross section area [VEXP] rather than the entire volume of the steel section.2 in Section 7). the following have to be considered: (a) Solid masonry or concrete wall having comparable fire resistance. appropriate loaded fire resistance tests should be carried out. The Section Factor will change depending upon the degree of exposure and the equations given in Figure 6 can be used. In the case of lightweight walls/partitions it would be prudent to assume that the entire perimeter of the steel may become exposed to fire. It should be noted that the calculation method in Table 4. whether boards or spray (on lath).asfp. Note that where the steel section penetrates through both sides of a fire resisting construction. and robust construction materials such as brick. NOTE 2 . the method generally used in Figure 6 may no longer be as generally applicable when steel is not embedded in robust walls such as brick.org. ƒ For fire protection materials. NOTE 3 . block or concrete. for instance when a column is built into a wall or a beam is embedded in a floor slab.3 Section Factor for partially exposed members When a section is partially exposed to fire. i.25dp NOTE 1 . since this will play a part in the conduction of heat away from the steel. then a separate appraisal for the hollow section is necessary. such as compliance with the appropriate integrity and/or insulation requirements of BS 476 for elements performing a fire separation function. As an example. In such situations the same principle is used as for other configurations where A is the surface area of the part of the section exposed to the fire and V is the volume of the section. That is.Where the fire protection thickness of “I” sections has been established by a test conducted on members which were “solid” protected. whether it be similar to or less than that of the steel member. the Eurocode Section Factor (A/V) = (AEXP / VEXP) Notwithstanding the above. despite the fact that heat is conducted into the entire volume of the steel section and also into the mass in contact with the embedded steel surface. Association for Specialist Fire Protection 17 Fire protection for structural steel in buildings th www. is equal to that for the “I” section of the same “box” Section Factor.ƒ For fire protection materials. separate consideration should be given to the stability of the encompassing wall or partition in fire. consider a steel section partially exposed on both sides of a wall or floor as shown in Figure 6. The extent of the modification is related to the Section Factor of the section and is derived as follows: (a) Establish the Section Factor of the SHS section. or zero. some modification in thickness is required. derived for “I” sections. the thickness of protection may be determined by other requirements. and the Section Factor should then be calculated in the traditional manner.The maximum thickness that can be applied to SHS sections should not exceed that given for “I” sections listed under item 11 of the data sheet (see 7. for partially exposed steelwork.1. for partially exposed unprotected steel. as will the thermal conductance at the contact points. (b) Establish the required thickness of profiled protection material based upon the tables relating to Section Factor and fire resistance period and protection thickness. the thickness for an SHS of a given Section Factor.e.It should be noted that any changes resulting from the transposition from “I” sections to SHS sections may affect the retention of the material. This is the thickness “dp” (mm).uk SECTION 1 4 Edition revised 17 Dec 07 . whose thicknesses have been assessed from test data on boxed “I” sections (see Figure 1). no change in thickness is required.6. (c) Increase thickness dp as follows ⎡ A /V ⎤ For Section Factor up to 250m-1 Modified thickness = dp ⎢1 + ⎣ 1000 ⎥⎦ For Section Factor between 250 to 310m-1 Modified thickness = 1. In the case of walls. for example. Where this occurs. Where such members are considered as wind bracing. e. channels Where these sections are used structurally. the Section Factor must be based on the sum of the fire exposed areas.org.asfp. A. In assessing fire protection requirements to maintain the structural performance of the column. timber stud with combustible facings.6. (b) Walls having lower fire resistance or formed from material which will degrade when exposed to fire. In some cases. the thickness of protection to the exposed steel should be sufficient to ensure that the rise in mean surface temperature of the protection on the side remote from the fire does not exceed 140°C. a modified approach is recommended and is discussed in the following section. the exposed steel on each side of the wall will have its own heated surface area. In some load bearing walls.g. values illustrated in Figure 6. and therefore its own A/V. Table 2: Assessment of fire protection requirements for bracing Building Degree of fire protection to bracing system Single storey None Not more than 8m to eaves Single storey Generally none More than 8m to eaves Generally none Two storey Walls and frame stiffness will contribute considerably to stability. which can provide the sufficient shear capacity during a fire instead of relying on the steel bracing systems c) The possibility that only bracing systems within a fire compartment might be subjected to elevated temperatures and the other unaffected bracing systems might be sufficient to provide the required stability at the fire limit state. and the rise in maximum surface temperature does not exceed 180°C. 1. A. d) The possibility that the steel beam to column connections might have sufficient stiffness to ensure stability at the fire limit state The recommendations in previous Editions for fire protection to bracing members are retained in Table 2.6 Tapered sections Use the maximum section factor for the tapered steel section Association for Specialist Fire Protection 18 Fire protection for structural steel in buildings th www.5 Section Factor (A/V) for tees.6.6. However the selection of thickness may be Other multi-storey based on allowable reductions in applied loads in fire given in BS 5950-8 1. angles. simultaneous attack from fire on both sides may occur on columns partially exposed within the wall. either side of the wall. for the reasons now discussed BS 5950-8:2003 recommends that the fire protection thickness should be based on the section factor of the steel member. However.4 Section Factor (A/V) for wind and stability bracing [extracted from BS 5950-8:2003] The apparent cost of fire protecting bracing members is often expected to be high because the members are comparatively light and therefore have high Section Factors and correspondingly require high thicknesses of fire protection. it might not be necessary to apply fire protection to bracing members and consideration should be given to: a) Shielding bracing from fire by installing it in shafts or within walls.uk SECTION 1 4 Edition revised 17 Dec 07 . The effective surface area will relate to all steel which has the potential of becoming exposed and the fire protection should be applied in such a manner that its performance is independent of the wall. consequently different protection thicknesses may be required on each side depending upon the degree of exposure. 1. Since the insulation criterion must be satisfied for both steel member and wall. it is necessary to determine the A/V values using the surface area. Protected to achieve required fire resistance. and the total volume of the section. or a value of 200-1. whichever is the smaller value. b) The use of infill masonry walls. The deck is then filled with in-situ concrete.asfp.10 Novel steel beam designs Steel manufacturers may have different approaches to novel steel beam designs in buildings.9 Unprotected steel According to BS 5950-8:2003. in bending. 1. according to any test information available. As with standard down- stand beams. ‘Slimflor’ with deep decking In this form. the thickness of protection required for each element should be based on the Section Factor of the individual element.7 Section Factor (A/V) for lattice members Ideally. fire resistance tests have demonstrated that 30 minutes fire resistance can be achieved with fully stressed unprotected steel sections as follows: Rolled steel section columns filled with aerated concrete blockwork between the flanges – A/V up to 69m-1 Columns. a lattice beam should be judged by a full test as a loaded member.“Building design using cold formed members”. 1.1. The use of the limiting temperature method of BS 5950-8: 2003 or the similar EC3-1. with existing fire testing equipment this is not always practicable and recourse to appraisal using A/V can be made. in the UK. There are a variety of sections formed from cold rolled sections and normally each would require separate appraisal.6. the heated perimeter is the width of the plate plus 2 x plate thickness.org. 1. the protection material thickness is based on the section factor and this calculation is identical to that for Slimflor with pre-cast planks. This will usually result in low section factors. four sided exposure . However the floor is then created by laying a deep metal deck on the outstand of the plate. The floor is then created by laying a pre-cast concrete floor slab on the outstand of the plate.A/V up to 50m-1 Beams.uk SECTION 1 4 Edition revised 17 Dec 07 . Research is continuing to formulate recommendations for the applications of data given in this publication. When fire protection is required. the bottom plate only should be protected. As with standard down-stand beams. When the elements of a lattice beam are to be individually protected. This will also usually result in low section factors. Some information on the protection of cold formed members is given in the SCI publication 129 .6.6.8 Light gauge cold rolled sections This type of section would normally necessitate separate appraisal because of the high values of A/V and the manner in which the sections are formed which can influence their failure criteria.2 method is not recommended for the diagonal bracing members because these members might be subject to significant thermal stresses from restrained thermal expansion. divided by the cross sectional area of the column section and plate combined. directly supporting concrete or composite slabs . Other variations of a similar or different approach may be available from suppliers located in other countries ‘Slimflor’ with precast planks In this form. In situations where fire protection is required. in simple construction. or sprays applied to an expanded metal lathing. There are three forms available as briefly described below. For example. the protection material thickness is based on the section factor and for calculation purposes. the bottom plate only should be protected. In any case it is important that the final appraisal be based on a broad consideration of the lattice design.A/V up to 90m-1 Where these specific conditions arise on site.6. wherever possible. In the absence of a detailed analysis a general steel temperature of 550°C is recommended. ‘Slimflor’ and ‘Slimdek’ are the trade names for a form of shallow floor construction developed by Corus. the beam is also manufactured by welding a plate to a column section. However. in metres. protection may not be necessary subject to agreement with the approving authority. no recommendation can be given and each case must be considered on its own merits. the beam is manufactured by welding a plate to a column section. Association for Specialist Fire Protection 19 Fire protection for structural steel in buildings th www. Where a lattice beam is to be protected by encasing the entire beam by either boards. This will also usually result in low section factors. (i) If the fire performance achieved by the steel encased specimen is greater than. The performance of the structural member fitted with the steel encased protection system in the test shall be compared with the value(s) taken from the appropriate data sheet(s) at the required critical steel temperature(s) derived from tests of the structural member protected with the same material but without the steel encasement. steel sections may be encountered with amended prefixes for relevant applications. that follows. NOTE 2 .6. Asymmetric ‘Slimdek’ Beams with a fire engineered (thick) web are designated ASB(FE). the data sheets for the protection material without the encasement can be used for the steel encased protection system without correction.The figures for section factors in the following Tables 3-15 have been provided by Corus and include corner radii. (ii) If the fire performance achieved at the required critical steel temperature is less than the value expected from test data for the protection system without the steel encasement the data sheet for the encased system shall be modified by the use of a correction factor to bring the two sets of information into agreement. The same test data may be used to show the suitability of other protection materials of similar type. or equal to the fire performance of the specimen without the steel encasement.UC becomes UKC Parallel flange channels . The deck is then filled with in-situ concrete. They may therefore vary from simpler calculation of similar steel sizes from other sources.PFC becomes UKPFC Asymmetric ‘Slimflor’ Beams .That in Figure 6. when fire protection is required. divided by the cross sectional area of the ASB. this web takes much of the load shed by the hot bottom flange.3 NOTE 3 – The dimensions of historically available steel sections and steel sections from other sources will be made available in the Technical Section of the ASFP web site Association for Specialist Fire Protection 20 Fire protection for structural steel in buildings th www. as follows Universal beams . it is usually more economic for the designer to use a beam without a thick web.‘Slimdek’ flooring systems In this form.SFB Angles – UKA Tees . Where the thick web is not sufficient to compensate for the loss in strength of the flange. the beam is a rolled asymmetric section with the lower flange wider than the upper.ASB ‘Slimflor’ beams . Contact should be made with Corus Steel for further information relating to the above systems 1. As previously stated. The floor is created by laying a deep metal deck on the outstand of the bottom plate. For calculation purposes the heated perimeter is also taken as the width of the bottom flange plus 2 x bottom flange thickness. The fire resistance test shall be performed on the steel encased protection system incorporating the board to be used in practice. a fire resistance test should be performed for the maximum fire resistance period on a fully loaded specimen in the orientation in which the system is to be assessed. Universal columns . those without the thick web are designated ASB.asfp.uk SECTION 1 4 Edition revised 17 Dec 07 .8 New steel section designations As part of the process of compliance with European Construction Products Directive [CPD 89/106/EEC]. calculations for 1 sided exposure should reflect the text in 1. 1. in the fire condition. the bottom flange only should be protected.org.UKT NOTE 1. in metres.7 Performance of steel encased passive protection systems To assess the performance of a steel encased protection system. The beams are normally rolled with a thick web and.UB becomes UKB. 4-15.8 m -1 Association for Specialist Fire Protection 21 Fire protection for structural steel in buildings th www.2t = 3B + 2D .t) Hp 2B + 2D B + 2D = 2B + 2D .4m-1 Hp/A = 1.t)/2 B Hp B = 4B + 2D .3mm 203.00664 = 182.9mm A =A66.t = 2B + D .0066282 = 152.2 x 8.212 m = 1008 mm = 1.2t = 2B + 2d .7 + 412.9mm.org.01/0.uk SECTION 1 4 Edition revised 17 Dec 07 .5 m -1 Hp/A = 1.t 4 sides 3 sides 3 sides Structural and rolled tees B t Flange to soffit Toe of web to soffit D B + 2D + (B .4 .2t universal beam Hp = 4B+2D-2t=[4x204. 4 sides 3 sides square or rectangular B D Hp 2B + 2D B + 2D Hollow sections.01m B == 204. Hp/A = In this figure Hp/A = A/V A/V Steel section Profile protection Universal beams.2t = 3B + 2D .2]-[2x7.4 cm² Hp/A = 1.2m-1 Hp/A = 1.t) B + 2D + 2(B .t) B + 2D + 2(B .2+412.8=1213. D D = 206.2t 3B+2D-2t=612.t 4 sides 3 sides 3 sides Channels B t D Web to soffit Flange to soffit 2B + 2D + 2(B .214m = 1009.008/0. universal 4 sides 3 sides 3 sides 2 sides 1 side columns and joists (plain and castellated) d t Partially exposed Partially exposed D 2B + 2D + 2(B .asfp.2t = 4B + D .5mm=1.t) B + D + 2(B .t) Hp = 4B + 2D .8mm=1. circular D Hp πD Example a) Profile protection .9 + 2 x 206.4 sided exposure b) Profile protection .008 m t = 7.8 Hp = 4 x 203.2 .0 Hp = 611.282cm2 t = 8.00664 = 151.212/0.9+412.16 B = 817.006282 – 183.t) B + 2d + (B .t 4 sides 3 sides 3 sides Angles B t D Flange to soffit Toe of flange to soffit t B + 2D + (B .3]+[2x206.t) 2B + D + 2(B . = 66.t) Hp 2B + 2D B + 2D = 2B + 2D .214/0.2t Hollow sections.2mm = 1212 mm = 1.3 sided exposure using 203 x 203 x 52 kg/m Hp = 4B + 2D .2mm = 206.0 mm.9] Hp Hp == 3B + 2D . Figure Figure6:6:Protection Protectionconfigurations configurations with with values values of of perimeter perimeter Hp for use in the calculation of section section factor factor Hp/A Hp/A (A/V) (A/V) Note: Note:the thevalues valuesare areapproximate approximateininthat thatradii at at radii corners andand corners roots of all roots sections of all may sections beignored are ignored.2-15. universal 4 sides 3 sides 3 sides 2 sides 1 side columns and joists (plain and castellated) d Partially exposed Partially exposed Hp 2B + 2D B + 2D B + 2d B+D B 4 sides 3 sides 3 sides Structural and rolled tees Flange to soffit Toe of web to soffit Hp 2B + 2D B + 2D B + 2D 4 sides 3 sides 3 sides Angles Flange to soffit Toe of flange to soffit Hp 2B + 2D B + 2D B + 2D 4 sides 3 sides 3 sides Channels Web to soffit Flange to soffit Hp 2B + 2D 2B + D B + 2D Hollow sections.4 Hp = B + 2D = 203.3 sided Box exposure protection – 3 sided exposure H p = 2B + 2D = 407.9m = 123.3 + 412.00664 = 92.00664 0.617/0.01m ==616.0066282 = 93.8 Hp = B +2D = 204.4 Hp = 3B + 2D – 2t = 612.616/0. higher than for profile protection would be anomalous.617m 0. The air space created in boxing a section improves the insulation and a value of Hp/A.7mm 616.821 /A = /0.8 + 412.9 + 412.04m 0.82/0.asfp.3 mm==0.820 m 1.4 = 820.8 m -1 Association for Specialist Fire Protection 22 Fire protection for structural steel in buildings th www.5mm = 0. and therefore Hp.2 =mm = 1009. Hp πD Example continued c)c) BoxBox . circular Note.org.0066282 = 123.616 m -1 -1 Hp/A =Hp0.4 sided exposure protection – 4 sided exposure d) Box d) .9 + 412.4 – 15.5 m -1 Hp/A Hp/A==0.uk SECTION 1 4 Edition revised 17 Dec 07 . Figure 6 (continued) In this figure Hp/A = A/V Steel section Box and solid protection Universal beams. 4 sides 3 sides square or rectangular Hp 2B + 2D B + 2D Hollow sections. Hence Hp is taken as the circumference of the tube and not 4D. 9 19.00 60 70 40 50 219 560.04 110 125 80 95 140 617.8 11.0 21.0 16.2 21.5 210.9 400.2 230.7 21.8 418.4 304.89 45 50 40 45 438 1025.9 285.Table 3: October 2006 Section factor A/V(Hp/A) Profile Box UK Beams (UKB) 3 sides 4 sides 3 sides 4sides Dimensions to BS4 Part 1:2005 Designation Thickness Depth of Width of Area of Mass per Flange Serial size section D section B Web t section metre T mm kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 487 1036.58 130 145 105 120 170 692.1 14.83 95 110 75 90 152 687.33 70 80 50 60 610 x 305 179 620.92 105 115 80 95 226 850.8 268.43 115 130 90 105 125 677.6 228.08 90 105 70 80 149 612.3 10.7 314.0 15.3 21.39 110 120 85 95 109 539.2 12.0 265.5 32.2 255.0 346.8 224.0 178.0 16.4 32.4 304.7 292.5 14.org.6 25.94 130 145 100 115 101 602.1 15.8 311.9 293.0 178.69 155 175 120 140 continued overleaf Association for Specialist Fire Protection 23 Fire protection for structural steel in buildings th www.00 95 110 75 85 122 544.00 135 150 110 125 610 x 178 92 603.6 348.8 11.asfp.0 12.00 105 120 75 90 138 549.0 300.3 27.0 368.00 85 100 60 75 151 542.5 13.4 31.34 115 130 90 105 610 x 229 113 607.0 16.6 10.6 117.9 322.02 110 125 90 100 197 769.5 254.3 208.88 90 95 70 80 222 970.5 26.8 288.3 300.7 20.9 253.2 128.2 266.83 85 95 65 75 914 x 305 224 910.8 17.0 194.3 29.64 90 100 70 85 173 762.0 21.64 95 105 75 85 201 903.3 15.24 55 65 45 55 349 1008.2 11.9 23.8 19.4 14.5 17.4 43.8 14.27 75 80 60 65 253 918.5 23.4 303.5 253.3 155.30 70 80 50 60 289 926.86 80 90 65 75 249 980.7 14.0 10.2 13.7 12.6 13.9 10.00 160 180 130 150 273 577.5 30.56 85 100 70 80 838 x 292 194 840.8 16.2 279.9 305.8 10.1 300.7 190.6 220.6 18.0 18.6 159.0 19.7 23.7 21.8 138.86 120 135 95 110 533 x 210 101 536.9 14.41 70 80 55 65 272 990.4 231.1 35.1 23.1 320.0 303.1 178.0 24.0 264.15 65 70 50 60 1016 x 305 314 1000.1 213.3 17.08 105 120 85 95 686 x 254 140 683.4 26.0 316.7 246.5 170.92 145 160 110 130 100 607.38 140 160 110 125 82 528.7 19.1 40.0 303.4 305.6 494.0 117.9 15.4 36.7 210.1 282.00 145 160 120 135 82 598.4 179.22 60 70 45 55 914 x 419 343 911.3 192.1 15.6 228.67 130 145 100 115 92 533.1 302.9 12.4 250.2 307.4 18.4 19.4 18.6 307.1 20.7 16.5 312.5 187.19 105 120 80 95 125 612.2 21.3 317.0 556.1 37.1 619.2 159.9 49.0 437.9 500.1 22.0 11.48 130 145 100 115 238 635.7 14.6 177.0 420.5 21.37 105 115 80 95 762 x 267 147 754.0 445.2 24.7 216.2 300.5 31.0 15.3 143.0 12.5 19.1 308.0 54.8 17.5 15.4 128.2 11.9 291.0 11.uk SECTION 1 4 Edition revised 17 Dec 07 .6 176.8 9.8 104.8 128.00 70 85 50 65 533 x 312 182 550.9 255.4 12.1 26.2 229.5 211.6 227.82 100 115 80 90 176 834.1 209.62 50 55 40 50 393 1016.1 17.2 104.82 95 110 80 90 388 921.19 120 135 95 110 134 750. 9 67.1 6.04 250 280 190 225 22 254.9 47.4 102.1 53.20 160 175 130 145 66 524.4 7.88 250 280 200 230 25 305.7 47.0 8.52 170 195 130 155 54 402.3 85.0 31.32 210 240 150 185 48 311.1 165.64 205 230 160 185 39 398.02 280 320 220 255 continued overleaf Association for Specialist Fire Protection 24 Fire protection for structural steel in buildings th www.7 10.0 85.uk SECTION 1 4 Edition revised 17 Dec 07 .3 10.3 10.2 6.60 280 315 225 255 43 259.6 5.9 8.5 10.9 9.0 12.0 6.8 41.2 12.5 64.6 147.6 20.3 9.1 13.68 230 270 165 200 28 260.6 143.4 189.00 125 140 95 110 74 412.0 172.8 28.23 175 195 140 160 52 449.4 83.9 12.0 10.5 108.7 68.5 94.76 130 145 100 115 82 460.55 155 175 125 145 60 454.55 165 190 120 145 356 x 171 51 355.65 240 270 190 215 67 363.2 192.8 179.9 68.7 57.2 8.0 72.77 160 185 115 140 305 x 165 46 306.7 13.8 35.63 155 175 115 135 67 453.3 7.5 16.2 194.51 170 190 130 150 82 465.70 180 200 145 165 161 492.6 196.0 32.8 7.6 165.4 178.7 54.4 7.org.7 165.4 8.8 9.7 6.1 7.0 8.2 181.0 190.9 11.8 152.3 16.8 155.9 16.6 125.7 85.6 10.4 191.1 101.7 101.90 180 200 140 160 406 x 140 46 403.5 18.9 18.Table 3: October 2006 Section factor A/V(Hp/A) Profile Box UK Beams (UKB) 3 sides 4 sides 3 sides 4sides Dimensions to BS4 Part 1:2005 Designation Thickness Depth of Width of Area of Mass per Flange Serial size section D section B Web t section metre T mm kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 85 534.6 135.3 26.7 85.9 7.4 6.4 166.0 104.0 14.1 13.1 9.4 171.0 8.08 220 250 175 200 254 x 102 25 257.2 6.4 32.8 11.83 215 240 175 200 305 x 102 28 308.9 104.0 9.0 146.4 19.26 120 135 90 105 457 x 191 89 463.4 178.2 142.13 250 280 195 225 54 310.3 7.4 11.2 124.8 14.4 18.8 76.6 10.6 152.0 61.75 185 210 135 160 40 303.6 95.4 177.7 15.4 123.91 185 210 135 160 45 351.2 51.9 6.6 5.5 17.23 160 180 120 145 305 x 127 42 307.0 12.16 195 225 140 170 31 251.0 94.4 9.9 10.7 102.3 8.3 170.00 75 85 60 65 133 480.9 10.5 9.77 210 235 165 195 356 x 127 33 349.6 10.9 8.0 6.4 6.0 101.0 191.0 153.64 200 220 160 180 85 417.1 8.0 125.0 8.9 7.5 12.asfp.0 171.3 10.4 6.8 6.33 205 235 150 180 39 353.4 165.00 110 125 85 100 98 467.51 140 160 105 125 406 x 178 67 409.18 200 225 155 180 33 312.0 14.4 146.6 39.3 76.2 58.00 90 100 70 80 106 469.0 206.7 49.0 15.0 141.1 10.54 155 175 115 140 60 406.9 166.8 6.49 140 160 105 125 57 358.9 66.53 130 145 105 120 74 462.40 180 200 140 160 37 304.48 145 160 115 130 457 x 152 67 458.4 126.8 8.77 170 195 120 150 254 x 146 37 256.00 140 155 115 130 533 x 165 75 529.5 42.95 190 215 145 170 53 406.0 94.0 199.0 154.7 7.9 13.5 7.7 6.2 109.6 177.8 58.0 36.8 11.4 9.3 9.6 49.7 11.48 140 160 105 125 74 457.7 113.0 125.2 101.9 12.1 15.6 17. 0 4.7 20.2 101.8 101.4 9.7 7.4 88.8 31.2 133.5 7.8 133.32 270 315 195 235 127 x 76 13 127.0 76.21 205 240 145 180 203 x 133 25 203.97 245 285 170 210 203 x 102 23 203.6 38.9 6.2 4.3 29.26 260 305 190 230 152 x 89 16 152.6 16.0 7.uk SECTION 1 4 Edition revised 17 Dec 07 .Data on older and other steel sizes can be found on ASFP website/technical section Association for Specialist Fire Protection 25 Fire protection for structural steel in buildings th www.40 235 270 175 205 178 x 102 19 177.asfp.7 4.9 24.org.Table 3: October 2006 Section factor A/V(Hp/A) Profile Box UK Beams (UKB) 3 sides 4 sides 3 sides 4sides Dimensions to BS4 Part 1:2005 Designation Thickness Depth of Width of Area of Mass per Flange Serial size section D section B Web t section metre T mm kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 30 206.52 280 325 200 245 NB .8 5.4 9.8 7.2 5. 0 26.909 35 40 20 30 356 x 406 393 419.7 16.4 23.3 90.5 9.9 305.4 23.5 66.263 195 235 120 160 23 152.2 35.org.0 47.4 17.5 42.3 168.1 31.0 201.9 433.2 299.219 70 85 45 60 177 368.0 807.5 23.6 424.2 203.414 60 75 40 50 305 x 305 158 327.6 14.5 309.3 25.8 29.6 368.4 30.0 407.00 80 100 55 70 86 222.7 150.0 155.0 594.6 56.4 252.7 212.0 11.6 374.7 194.7 65.6 412.8 20.3 9.2 93.335 110 130 65 90 283 365.6 418.20 120 145 75 100 44 166.1 311.2 15.7 20.112 160 195 100 135 30 157.0 212.5 136.9 12.5 109.4 123.9 6.10 135 165 85 115 152 x 152 37 161.3 15.6 42.5 12.3 7.0 17.4 14.8 44.373 130 160 80 110 52 206.2 31.8 25.448 120 145 75 100 167 289.6 14.0 257.930 30 35 20 25 467 436.0 15.803 90 110 55 75 129 355.381 95 110 60 75 89 260.8 225.5 27.2 500.1 360.0 37.8 58.415 85 105 55 70 118 314.134 75 90 50 65 254 x 254 107 266.5 19.5 701.4 38.0 58.7 127.6 36.548 25 30 15 20 551 455.7 174.2 13.00 65 80 45 55 113 235.6 7.1 30.8 21.7 258.8 6.3 113.3 26.3 322.asfp.3 10.0 18.0 370.5 318.Table 4: October 2006 Section factorA/V(Hp/A) Profile Box Columns (UKC) 3 sides 4 sides 3 sides 4sides Dimensions to BS4 Part 1:2005 Designation Thickness Area of Mass per Depth of Width of Web Flange Serial size section metre section D section B t T mm kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 634 474.3 261.3 14.708 50 65 30 45 235 381.1 162.6 77.9 9.1 16.636 95 115 60 80 203 x 203 71 215.4 11.3 256.2 209.5 365.00 75 90 45 60 100 228.4 12.6 399.1 12.2 26.6 210.574 40 50 25 35 340 406.6 49.731 170 200 105 140 51 170.8 18.6 205.0 394.6 152.9 15.7 305.100 130 160 80 110 127 241.1 254.2 204.036 45 55 30 35 287 393.9 314.506 80 95 50 65 356 x 368 153 362.6 8.4 152.426 45 55 30 40 240 352.427 110 135 70 95 60 209.2 11.8 206.1 67.0 30.311 110 135 70 90 73 254.uk SECTION 1 4 Edition revised 17 Dec 07 .2 5.6 10.4 10.3 17.4 8.5 13.5 307.8 9.5 47.202 100 120 60 85 97 307.5 164.8 154.4 403.2 372.9 18.1 265.4 213.2 76.3 20.245 250 305 155 210 Association for Specialist Fire Protection 26 Fire protection for structural steel in buildings th www.432 65 75 40 50 202 374.2 157.789 50 60 35 45 198 339.2 19.282 150 180 95 125 46 203.364 75 90 50 65 137 320.0 22.855 60 75 40 50 132 276.9 145.8 12. 5 66.9 16.5 14.5 9.0 14.4 8.4 127.00 255 215 155 295 190 155 155 230 NB – Data on older and other steel sizes can be found on ASFP website / technical section Association for Specialist Fire Protection 27 Fire protection for structural steel in buildings th www.41 180 160 110 210 130 110 110 160 150 x 75 17.60 260 75 7.09 135 95 75 150 115 75 75 130 380 x 100 54.5 12.asfp.0 12.38 170 135 100 190 135 100 100 160 260 x 75 27.5 130 155 90 120 Table 6: October 2006 Section factor A/V (Hp/A) Profile Box Parallel Flange Channels 4 4 3 sides 3 sides sides sides Dimensions to BS 4 Part 1: 2005 Designation Depth Width Thickness Area Mass of of Web Flange of Serial size per section section t T section metre D B mm Kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 m-1 m-1 m-1 m-1 430 x100 64.90 150 75 5.2 47.5 18.5 68.5 10.20 100 50 5.74 150 110 85 165 125 85 85 140 300 x 100 45.19 185 155 110 210 135 110 110 165 180 x 75 20.0 19.30 180 75 6.0 12.78 160 120 90 175 130 90 90 150 260 x 90 34.0 15.77 220 190 130 255 165 130 130 200 125 x 65 14.14 205 150 115 225 170 115 115 190 230 x 90 32.6 115 140 85 105 152 X 127 37.0 44.5 13.0 40.91 215 175 125 245 170 125 125 195 150 x 90 23.70 200 90 7.20 230 90 7.80 225 195 135 260 170 135 135 200 100 x 50 10.97 170 140 100 195 135 100 100 155 230 x 75 25.90 150 90 6.5 12.0 82.0 37.87 200 160 115 225 160 115 115 185 180 x 90 26.70 230 75 6.0 22.4 13.5 58.40 200 75 6.0 16.5 17.uk SECTION 1 4 Edition revised 17 Dec 07 .0 8.50 300 100 9.5 33.org.40 300 90 9.5 52.69 200 155 115 225 165 115 115 185 200 x 90 29.00 150 115 85 165 120 85 85 140 300 x 90 41.0 14.40 430 100 11.10 180 90 6.5 32.5 12.0 10.00 380 100 9.80 125 65 5.0 10.Table 5: July 06 Section factor A/V (Hp/A) Profile Box JOISTS 3 sides 4 sides 3 sides 4sides Dimensions to BS 4 Part 1:1993 Designation Thickness Area of Mass per Depth of Width of Web Flange Serial size section metre section D section B t T mm kg mm mm mm mm cm2 m-1 m-1 m-1 m-1 203 X 152 52.5 29.5 25.0 35.0 30.3 203.2 152.80 260 90 8.86 170 140 100 195 130 100 100 155 200 x 75 23.3 152. 7 185 245 250 190 255 15 21.7 130 165 170 130 175 100 x 100 10 15.3 130 165 175 135 175 10 13.9 27.8 43.0 85 110 115 90 120 15 33.9 190 245 250 195 260 7 9.3 34.Table 7: October 2006 Section factor A/V (Hp/A) Profile Box Equal Angles (UKA) 3 sides 4 sides 3 sides 4 sides Dimensions to BS EN 10056-1:1999 Size Thickness Mass per Area of DxD t metre Section mm mm Kg/m cm2 m-1 m-1 m-1 m-1 m-1 24 71.0 29.6 65 85 85 65 90 20 59.1 90.5 185 245 250 195 260 12 15.2 215 280 285 220 295 Association for Specialist Fire Protection 28 Fire protection for structural steel in buildings th www.9 76.1 85 110 115 85 115 16 48.8 95 125 125 95 130 18 40.3 150 195 200 155 205 15 26.9 13.5 125 165 170 130 175 120 x 120 10 18.2 15.6 12.org.1 150 200 205 160 210 90 x 90 8 10.9 105 135 140 105 140 12 21.1 51.0 100 135 135 105 140 150 x 150 12 27.9 105 135 140 110 145 12 17.6 33.0 19.2 23.7 18.9 20.8 22.asfp.2 69.2 150 200 205 155 210 8 12.2 150 200 200 155 205 8 14.3 75 100 105 80 105 200 x 200 18 54.8 125 165 170 130 170 10 23.uk SECTION 1 4 Edition revised 17 Dec 07 .6 27.5 61.4 17. org.2 285 285 230 200 290 235 205 235 205 295 NB – Data on older and other steel sections can be found on ASFP website/technical section Association for Specialist Fire Protection 29 Fire protection for structural steel in buildings th www.0 115 115 90 80 115 90 85 90 85 115 200 x 15 39.2 25.8 31.8 165 165 140 110 170 145 115 145 115 170 100 10 23.Table 8: October 2006 Section factor A/V (Hp/A) Profile Box Unequal Angles 3 sides 4 sides 3 sides 4 sides (UKA) Dimensions to BS EN 10056-1:1999 Designation Mass Area of Size Thickness per section DxB t metre mm mm kg cm2 m-1 m-1 m-1 m-1 m-1 m-1 m-1 m-1 m-1 m-1 18 47.8 11.5 135 135 105 95 135 110 100 110 100 140 150 12 32.0 21.7 170 170 135 125 175 140 125 140 125 180 100 x 10 13.0 16.6 27.8 165 165 130 120 170 135 125 135 125 170 15 33.7 250 250 200 175 255 210 180 210 180 260 65 7 8.0 19.0 29.4 19.2 200 200 165 130 200 170 135 170 135 205 15 26.3 34.9 12.1 200 200 165 140 205 170 145 170 145 210 75 8 12.2 200 200 165 140 205 170 145 170 145 205 15 24.uk SECTION 1 4 Edition revised 17 Dec 07 .5 170 170 140 115 170 140 120 140 120 175 90 10 18.6 33.9 135 135 110 95 140 115 95 115 95 140 150 x 12 21.6 13.0 40.5 250 250 200 180 255 205 185 205 185 260 10 12.3 15.6 50.7 170 170 140 115 170 145 115 145 115 175 75 10 17.7 43.1 60.7 200 200 170 135 205 175 140 175 140 210 12 17.8 22.7 170 170 140 115 170 145 120 145 120 175 125 x 10 15.2 15.asfp.2 23.0 135 135 115 90 135 115 95 115 95 140 200 x 12 27.5 250 250 205 170 250 210 180 210 180 260 12 15.7 135 135 115 90 140 120 95 120 95 140 150 x 12 20.6 205 205 165 140 205 170 145 170 145 210 100 x 8 9.6 205 205 160 145 205 165 150 165 150 210 75 8 10. 5 10.6 47.6 8.4 228.96 115 145 145 115 115 150 50.6 15.1 114.7 77.2 12.26 115 145 145 120 120 150 152 x 229 37.7 23.7 11.1 310.6 145 175 180 145 145 180 32.3 84.1 71.7 47.6 12.0 11.9 231.1 213.9 41.6 10.75 150 190 195 150 150 195 41.0 155.uk SECTION 1 4 Edition revised 17 Dec 07 .9 274.3 54.Table 9: October 2006 Section factor A/V (Hp/A) Profile Box Tees (UKT) 3 sides 4 sides 3 sides 4 sides Split from UK Beams Dimensions to BS4 Part 1:2005 Web Width of Serial Mass per Depth of thicknes Area of section size metre section D s section B t mm kg mm mm mm cm2 m-1 m-1 m-1 m-1 m-1 m-1 254 x 343 62.9 80 100 100 80 80 105 52.6 153.7 11.9 230.8 165.0 306.33 115 145 145 115 115 150 46.0 103 65 85 85 65 65 85 66.2 10.1 192.1 179.6 253.9 177.4 152 60 80 80 60 60 85 305 x 305 89.9 120 150 150 125 125 150 178 x 305 46.0 47.9 9.0 18.66 105 130 135 105 105 135 229 x 305 56.4 18.9 226.62 105 135 135 105 105 135 191 x 229 44.1 178.9 52.0 42.9 79.0 209.3 139 60 85 85 65 65 85 312 x 267 90.8 21.5 42.0 268.9 18.4 8.9 9.5 14.7 199.5 10.2 303.7 11.8 233.23 130 160 160 130 130 165 33.8 10.8 95.5 210.4 9.31 135 175 175 135 135 175 33.3 10.6 301.4 280.5 275.4 230.9 160 200 200 165 165 205 80.3 166.6 227.asfp.6 304.8 269.0 52.5 210.5 307.9 9.9 90 120 120 90 120 120 69.0 211.1 58.87 115 145 145 115 115 150 41.1 10.3 63.8 264.2 116 75 100 100 75 75 100 75.3 266.5 229.9 264.5 13.5 64.8 301.1 89.08 95 120 120 95 95 120 62.6 191.6 196.43 105 135 135 110 110 140 210 x 267 50.3 312.45 125 160 160 130 130 165 50.5 11.5 267.1 145 180 180 150 150 185 136.3 232.68 125 160 160 125 125 160 41.0 191.0 311.7 314.9 272.1 11.9 58.2 308.4 246.2 303.6 85 110 110 85 85 110 61.5 9.3 229.01 95 125 125 95 95 130 69.8 64.5 228.5 12.4 165.1 174 50 70 70 50 50 70 109.1 190.4 317.7 130 160 160 135 135 165 40.8 228.77 140 175 175 145 145 180 Association for Specialist Fire Protection 30 Fire protection for structural steel in buildings th www.9 299.8 306.4 317.1 9.0 234.6 67.23 125 160 160 125 125 160 37.69 95 120 125 95 95 125 54.0 130 155 160 130 130 160 165 x 267 37.7 240.03 80 105 105 80 80 110 74.org.73 115 145 145 115 115 150 119.0 271.3 15.4 95 125 125 100 100 125 49.9 194.2 288.7 320.0 338.34 140 175 180 140 140 180 42.9 11.1 208.0 14.1 262.7 95.1 154.6 69.5 189.5 52.5 58.3 10.4 62.6 52.7 79. 5 123.1 38.5 146.47 165 215 215 170 170 220 26.9 227.2 178.asfp.1 7.9 103.27 145 190 190 145 145 195 171 x 178 25.9 128.3 6.6 7.6 10.4 6.9 5.61 140 180 180 140 140 185 127 x 152 20.4 101.0 151.69 160 200 205 160 160 210 18.31 185 230 230 185 185 235 19.9 152.3 6.1 179.6 143.6 24.1 7.2 7.5 147.37 160 210 215 160 160 215 20.5 177.2 201.4 32.1 101.4 102.38 135 185 185 140 140 185 165 x 152 23.6 101.6 152.4 152.58 170 225 230 170 170 235 15.88 190 235 240 195 195 245 127 x 178 16.3 6.1 36.5 206.2 27.01 220 280 285 225 225 290 11.6 8.44 160 210 210 160 160 215 22.9 6.9 34.31 180 220 225 180 180 225 42.3 7.0 17.24 125 160 160 125 125 165 178 x 203 33.3 129.6 6.10 175 240 245 180 180 250 133 x 102 12.9 34.38 145 195 200 150 150 200 146 x 127 18.1 152.6 20.1 7.4 224.8 29.5 5.9 6.2 101.0 19.9 203.1 165.0 142.00 250 320 320 255 255 325 15.8 7.25 150 195 195 155 155 200 27.5 146.7 201.5 6.3 23.7 14.1 102.2 181.7 15.0 25.uk SECTION 1 4 Edition revised 17 Dec 07 .82 215 270 270 215 215 275 33.0 30.5 47.76 135 175 175 140 140 180 30.6 126.2 6.0 125.3 153.6 9.1 42.74 125 160 165 125 125 165 28.0 166.3 155.4 7.5 141.0 165.8 42.5 126.5 178.06 220 280 280 225 225 285 27.8 15.5 125.3 110 140 140 110 110 145 37.3 9.2 8.9 38.11 155 195 195 160 160 200 152 x 229 26.2 130.0 177.1 6.0 28.6 6.6 33.0 16.1 175.4 174.0 21.9 54.5 133.3 203.4 127.1 23.5 171.03 195 250 255 200 200 260 102 x 127 12.8 204.0 133.5 171.0 101.8 198.1 125.8 154.Table 9: October 2006 Section factor A/V (Hp/A) Profile Box Tees (UKT) 3 sides 4 sides 3 sides 4 sides Split from UK Beams Dimensions to BS4 Part 1:2005 Web Width of Serial Mass per Depth of thicknes Area of section size metre section D s section B t mm kg mm mm mm cm2 m-1 m-1 m-1 m-1 m-1 m-1 29.4 19.9 208.83 195 270 270 200 200 275 14.9 124.7 34.91 195 240 245 200 200 245 102 x 152 14.0 160 200 200 160 160 205 140 x 203 23.org.5 173.80 255 315 320 255 255 320 21.7 29.9 155.5 8.5 5.0 177.66 180 235 240 180 180 240 19.5 172.58 180 225 230 180 180 235 16.98 205 285 290 210 210 295 NB – Data on older and other steel sections can be found on ASFP website/technical section Association for Specialist Fire Protection 31 Fire protection for structural steel in buildings th www.0 26.4 156.3 18.7 7.4 9.0 176.65 180 240 245 185 185 245 24.93 225 280 280 230 230 285 12.6 181.6 6.7 153.4 24.5 6.9 8. 1 5.org.4 85.3 153.20 70 105 105 70 70 110 305 x 152 58.5 154.0 45.18 75 110 115 75 75 115 44.3 12.55 105 160 160 110 110 165 63.8 14.0 110 165 170 115 115 170 152 x 76 18.8 8.0 23.asfp.4 80.4 157.62 205 305 310 210 210 310 TABLE 11: July 06 ROLLED TEES NOTE: Whilst this ASFP publication has previously included listings for 4 sizes of ‘rolled tees’ we are informed by Corus Construction & Industrial Division that ‘rolled tees’ are no longer available from their current manufacturing facilities Association for Specialist Fire Protection 32 Fire protection for structural steel in buildings th www.20 90 135 135 95 95 140 30.5 16.6 157.9 33.4 107.2 1144.1 81.4 309.3 84.0 209.5 28.2 12.0 203.5 254.0 32.3 130.7 212.2 29.7 213.4 256.3 103.55 130 195 195 135 135 200 15.1 111.2 106 50 75 75 50 50 75 66.12 160 235 240 160 180 240 11.5 15.9 120.7 6.5 19.3 14.4 305.2 55 80 80 55 55 80 56.3 56.TABLE 10: October 2006 Section factor A/V (Hp/A) Profile Box Structural Tees Split from UK 3 sides 4 sides 3 sides 4 sides Columns Dimensions to BS4 Part 1:2006 Width of Depth of Web Serial Mass per Area of section section thickness size metre section B D t mm kg mm mm mm cm2 m-1 m-1 m-1 m-1 m-1 m-1 79.3 72.2 13.1 10.0 9.5 206.0 204.5 19.9 83.10 80 120 120 85 85 125 48.9 307.7 18.9 9.65 90 135 135 90 90 135 36.0 152.6 46.36 135 200 205 140 140 210 25.3 60 90 90 60 60 90 49.4 38.6 101.13 120 180 185 125 125 185 23.0 261.0 7.2 163.0 75.7 54.5 152.67 60 90 95 65 65 95 68.0 8.8 210.uk SECTION 1 4 Edition revised 17 Dec 07 .8 87.2 160.8 133.5 63.5 7.4 70 100 100 70 70 100 43.81 75 115 115 80 80 115 203 x 102 35.18 105 160 160 110 110 165 26.9 78.1 117.1 15.7 9.3 114.5 265.0 155.9 61.06 65 90 95 65 65 95 254 x 127 53.0 311.2 76.6 127.8 104.6 100 145 145 100 100 150 22.8 68.5 258.8 100.8 10.0 205.1 11.72 95 145 145 100 100 150 83.0 12.3 138. 3 13.83 275 275 5.2 6.6 6.2 7.3 12.5 16.73 285 285 6.44 250 335 4.0 4.94 265 355 48.73 180 240 3.0 115 150 3.23 360 360 5.0 9.25 4.40 310 310 5.72 2.14 265 350 5.20 1.0 2.9 220 295 3.2 2.14 6.53 335 335 3.82 8.9 6.01 5.62 325 325 90 x 90 5.67 3.0 3.1 4.3 10.97 5.57 9.4 110 145 6.87 2.55 7.34 275 370 21.38 10.0 4.41 3.15 7.2 3.6 10.7 3.6 1.9 1.7 165 220 3.6 5.43 1.6 3.76 8. Section factor A/V Table 13:Oct 06 Section factor A/V (Hp/A) (Hp/A) Table 12: October 2006 Square Hollow Circular Hollow Sections Sections Profile or box 3 sides 4 sides Dimensions to EN 10210 Dimensions to S355J2H EN 10210 S355J2H Designation Wall Area of Size Wall Area of Outside Mass per Mass per thickness the D x D thickness the diameter metre metre t section a t section a mm mm Kg/m cm2 m-1 mm mm Kg/m cm2 m-1 m-1 2.72 250 330 2.54 230 305 50 x 50 33.6 105 140 5.7 170 225 5.3 170 170 4.07 345 345 4.6 200 265 3.60 260 350 3.2 110 145 4.9 4.3 12.20 290 290 5.63 8.8 175 175 3.90 8.2 18.55 3.3 16.6 6.32 1.61 4.3 3.6 135 180 60.0 9.asfp.9 2.6 4.74 270 360 2.0 5.0 7.60 370 370 3.69 220 220 3.2 3.68 400 400 3.62 5.2 4.2 20.0 6.9 2.41 295 295 8.8 13.03 6.org.42 225 300 5.6 2.7 130 175 88.0 17.75 7.73 175 230 4.63 9.51 5.9 4.57 270 270 3.0 8.19 210 280 3.82 3.98 425 425 4.61 5.07 270 270 3.6 1.3 15.9 15.20 2.42 10.94 340 340 3.0 5.99 2.24 7.80 13.84 355 355 4.9 3.56 1.53 440 440 3.0 12.41 12.1 140 185 2.79 4.2 1.0 19.38 355 355 3.0 15.9 2.0 4.7 160 215 3.1 25.79 205 275 4.81 375 375 3.54 270 365 2.77 11.0 8.2 200 265 table continued overleaf table continued overleaf Association for Specialist Fire Protection 33 Fire protection for structural steel in buildings th www.9 5.8 16.16 250 335 3.3 2.7 260 260 8.56 4.1 135 180 5.06 300 300 3.2 215 215 8.62 7.7 165 220 76.2 210 210 100 x 100 3.39 305 305 60 x 60 4.6 3.6 8.53 10.74 330 330 6.65 290 290 6.uk SECTION 1 4 Edition revised 17 Dec 07 .2 5.88 255 340 2.40 9.3 8.27 7.67 358 358 3.99 12.29 6.0 13.14 365 365 8.66 12.4 3.54 415 415 3.31 10.0 11.0 3.34 6.4 205 270 2.37 5.0 5.2 5.0 10.93 3.3 14.2 4.5 22.0 6.0 6.09 3.11 9.6 5.0 20.28 6.3 10.19 385 385 5.59 215 290 26.6 14.64 7.85 8.0 200 270 3.1 16.80 225 225 70 x 70 4.15 10.44 8.9 1.7 13.98 225 300 42.18 9.0 4.6 140 190 2.2 6.06 265 265 6.6 2.41 4.24 6.35 5.0 11.25 410 410 3.0 8.44 4.33 325 325 80 x 80 4.2 1.3 3.87 230 230 6.6 1.0 6.7 220 295 6.82 370 370 40 x 40 3.11 5.0 10.6 7.2 3.0 7.6 9.6 7.10 235 315 2.3 220 295 2.3 13.0 5.0 5.0 8.39 5. 7 26.77 11.3 66.3 28.6 28.1 38.3 125 170 6.3 130 170 5.0 43.4 52.4 82.7 160 210 12.5 63.0 45.8 22.4 55 75 16.2 10.0 24.7 42.3 18.2 71.6 205 205 8.2 32.0 16.0 21.org.5 66.7 160 215 3.3 34.0 46.9 85 110 219.0 90.7 320 320 5.0 32.3 125 170 6.0 10.7 105 105 12.00 65.5 64.0 48.3 41.2 85 85 6.4 165 165 12.0 27.7 155 210 5.6 40.5 10.3 8.1 130 130 160 x 160 10.4 125 165 6.0 14.5 55.7 155 210 5.0 47.7 5.3 100 x 100 3.0 41.3 34.4 130 130 180 x 180 10.3 22.9 80 110 244.1 255 255 8.2 89.0 27.1 70 90 10.2 102 55 70 16.0 23.7 105 105 16.1 165 165 10.0 39.7 62.0 46.3 5.3 130 130 12.8 104 140 100 x 100 114.1 33.0 14.4 100 135 8.1 205 205 6.6 105 105 12.1 165 165 8.0 30.5 71.8 73.2 63.0 42.0 80.0 33.8 91.6 205 205 6.1 65 90 table continued overleaf table continued overleaf Association for Specialist Fire Protection 34 Fire protection for structural steel in buildings th www.5 56.5 91.5 48.3 33.5 17.0 31.2 85 85 5.2 105 140 139.2 92.6 130 130 10.3 57.1 70 95 8.1 44.6 103 75 75 16.0 33.0 47.2 80.0 58.9 85 115 6.0 22.6 65.9 90 115 6.7 81.1 42.1 70 90 12.1 30.2 23.0 49.7 160 210 10.1 54.1 70 90 10.8 100 135 150 x 150 6.6 100 135 6.0 80.0 40.6 46.0 37.8 100 135 273 8.1 35.0 26.3 26.6 9.3 80.5 40.7 67.3 29.6 28.0 50.9 85 110 193.9 52.7 110 110 6.0 55 75 12.0 57.3 16.1 37.9 85 110 10.2 130 170 120 x 120 4.7 60.2 115 65 65 200 x 200 5.6 35.0 42.6 72.7 59.3 30.0 27.7 130 130 12.5 52.4 17.4 38.4 18.2 130 175 4.8 160 160 8.6 12.9 260 260 8.0 40.3 58.6 205 205 6.7 8.0 61.0 26.2 8.1 65 90 12.2 83.2 72.9 82.1 102 65 65 5.asfp. Section factor A/V Table 13:Oct 06 Section factor A/V (Hp/A) (Hp/A) Table 12: October 2006 Square Hollow Circular Hollow Sections Sections Profile or box 3 sides 4 sides Dimensions to EN 10210 Dimensions to S355J2H EN 10210 S355J2H Designation Wall Area of Size Wall Area of Outside Mass per Mass per thickness the D x D thickness the diameter metre metre t section a t section a mm mm Kg/m cm2 m-1 mm mm Kg/m cm2 m-1 m-1 3.1 10.83 12.6 53.0 70.1 85 85 14.0 26.4 170 170 4.5 285 285 6.0 29.2 320 320 5.0 22.0 60 80 14.3 20.3 25.0 43.5 48.9 85 110 168.4 33.uk SECTION 1 4 Edition revised 17 Dec 07 .6 21.5 72.7 160 215 114.0 33.8 125 170 5.1 85 85 14.0 17.7 160 210 5.8 74.2 205 205 10.0 20.8 21.1 165 165 10.6 48.7 54.3 92.0 13.2 210 210 10.7 105 105 5.9 13.2 28.0 51.7 18.4 285 285 6.6 41.7 60 80 14.5 37.4 34.7 205 205 140x 140 8.4 75 75 16.1 165 165 8.1 15.3 37.0 35.0 100 135 8.0 64.3 38.0 36.1 135 135 5.0 32.0 52.7 105 105 12.9 71.4 195 260 3.0 13.8 13.0 52.1 25.3 29. 8 92.0 106 135 80 105 8.0 121 155 65 65 6.0 39.8 100 130 8.5 80.3 48.0 85.5 131 167 65 85 10.0 191 243 50 70 508.3 54.9 125 100 130 16.2 108 138 75 75 16.2 170 217 55 75 10.9 63.0 62.7 155 205 250 x 250 323.3 160 160 12.0 90.2 160 160 8.3 76.0 38.5 125 165 6.asfp.8 73.6 126 125 125 14.9 5.1 160 160 8.0 77.4 130 130 10.0 194 247 65 65 NB – Data on older and other steel sections can be found on ASFP website/technical section Association for Specialist Fire Protection 35 Fire protection for structural steel in buildings th www.2 126 160 60 75 14.6 87.2 155 198 75 75 8.6 100 130 130 10.3 47.5 151 192 65 85 400 x 400 8.0 101 129 65 65 5.5 106 135 85 85 14.0 78.3 70.3 57.5 95.0 235 300 40 55 14.1 205 205 6.2 148 189 55 75 457 12.0 60.0 154 196 65 65 8.2 90.0 88.5 96.0 123 156 100 100 16.0 85.0 110 140 105 105 14.5 153 195 80 80 20.2 160 160 10.0 122 155 80 105 6.9 80 105 10.org.3 115 55 70 16.3 77.2 137 175 75 75 16.0 68.0 90.0 62.0 72.2 108 137 60 75 14.uk SECTION 1 4 Edition revised 17 Dec 07 .0 100 130 8.2 115 80 105 300 x 300 10.4 12.0 97.3 102 85 85 14.0 74.0 115 147 55 70 16.0 120 153 55 70 16.0 174 222 65 65 10.9 117 65 85 323.2 103 132 60 75 14.1 103 60 80 200 x 200 273 14.0 12.4 130 130 10.8 122 65 85 355.9 12.0 125 165 6.8 125 100 100 12.4 109 100 130 6.3 69.3 49.5 121 155 80 80 14.3 79.8 80.3 50.3 49.5 91.2 120 152 75 75 16.3 62.8 100 130 8.0 122 85 85 14.0 134 171 65 65 6.6 105 105 250 x 250 12.2 173 220 75 75 16.9 80 105 260 x 260 10.5 112 142 65 85 406.3 62.0 77. Section factor A/V Table 13:Oct 06 Section factor A/V (Hp/A) (Hp/A) Table 12: October 2006 Square Hollow Circular Hollow Sections Sections Profile or box 3 sides 4 sides Dimensions to EN 10210 Dimensions to S355J2H EN 10210 S355J2H Designation Wall Area of Size Wall Area of Outside Mass per Mass per thickness the D x D thickness the diameter metre metre t section a t section a mm mm Kg/m cm2 m-1 mm mm Kg/m cm2 m-1 m-1 12.6 115 75 75 16.7 98.2 79.6 12.4 98.6 125 165 6.0 141 179 50 70 16.6 113 130 130 350 x 350 12.9 61.2 109 100 100 12.9 99.0 166 211 50 70 14.2 81.0 97.5 137 175 80 80 16.0 89.0 98.5 94.9 160 160 8. 64 7.73 195 165 240 3.2 5.2 7.0 6.asfp.78 11.14 285 240 350 3.6 120 95 140 10.10 255 215 315 4.0 8.73 185 160 230 6.3 16.4 120 100 145 3.99 12.5 22.1 25.3 15.27 7.9 240 205 295 100 x 60 4.2 18.54 245 215 305 60 x 40 4.6 6.42 245 205 300 90 x 50 4.3 8.1 155 125 185 8.0 10.3 12.0 7.1 250 200 300 4.61 4.0 6.41 12.53 10.6 7.0 12.54 295 235 355 3.6 4.0 220 185 270 5.4 225 185 270 5.42 10.0 4.85 8.35 5.2 120 100 150 3.0 5.2 6.6 9.0 5.71 8.3 20.0 24.54 290 255 365 3.6 7.0 11.9 100 80 120 Association for Specialist Fire Protection 36 Fire protection for structural steel in buildings th www.6 24.8 13.1 145 125 180 8.2 225 180 270 100 x 50 5.2 3.79 230 185 275 5.29 6.0 19.01 5.9 150 120 180 8.0 20.2 4.39 5.0 10.7 180 150 220 6.18 9.0 8.5 16.72 270 230 330 3.org.Table 14: 2006 Section factor A/V (Hp/A) 3 sides 4 sides Rectangular Hollow Sections Dimensions to EN 10210 S355J2H Designation Area of the Mass per metre Size D x B Thickness t section mm mm Kg cm2 m-1 m-1 m-1 3.6 220 180 265 5.0 16.62 7.40 9.3 16.66 12.6 5.2 7.0 9.0 19.63 8.0 9.16 280 225 335 3.1 16.7 190 150 225 6.8 120 100 145 10.15 10.24 7.13 9.3 30.94 290 240 355 3.90 8.63 9.uk SECTION 1 4 Edition revised 17 Dec 07 .28 6.74 300 240 360 3.62 5.98 250 200 300 80 x 40 4.0 4.88 275 240 340 3.96 10.7 145 120 175 8.6 150 135 190 3.0 8.31 10.0 3.0 15.3 14.0 17.7 180 145 215 120 x 60 6.6 8.6 150 125 180 8.0 6.59 235 200 290 5.3 10.7 13.19 225 195 280 5.44 275 225 335 3.41 4.6 14.3 245 195 300 4.0 5.0 125 100 150 3.0 6.14 6.9 100 80 120 3.0 13.2 20.7 185 150 220 6.08 275 220 330 3.7 185 150 220 6.60 285 240 350 50 x 30 3.3 13.3 13.34 300 255 370 3. 2 89.5 56.2 83.4 220 175 260 5.5 79.4 52.7 165 150 210 6.0 55 55 70 250 x 100 5.2 65 60 80 16.5 42.8 70 70 90 4.0 40.6 48.0 33.8 115 85 135 Association for Specialist Fire Protection 37 Fire protection for structural steel in buildings th www.2 49.1 38.2 210 185 260 5.0 89.0 20.1 44.3 33.1 35.uk SECTION 1 4 Edition revised 17 Dec 07 .3 140 115 170 8.3 33.2 70.1 75 60 90 16.0 42.2 200 190 260 5.3 58.3 28.2 145 115 170 160 x 80 8.0 43.0 60 50 75 5.org.0 77.3 18.6 75 65 95 4.7 65 55 80 16.4 18.5 62.1 135 120 170 8.1 80 65 95 5.8 110 90 135 200 x 100 10.2 210 185 265 5.0 27.7 180 145 215 6.0 22.0 41.8 105 100 135 10.4 34.0 37.7 67.9 90 75 110 12.4 52.3 80.0 11.5 47.1 75 65 90 14.1 19.0 65.5 52.0 46.2 28.6 72.9 80 80 110 12.7 170 150 215 6.8 22.6 10.0 17.7 170 145 210 6.9 90 80 115 12.3 44.8 13.0 42.0 26.asfp.2 115 95 140 10.9 15.6 70 65 90 14.6 32.6 130 125 170 150 x 125 8.3 23.7 175 140 210 6.0 14.2 63.7 99.0 27.1 29.2 23.5 33.8 115 100 140 10.0 22.5 135 120 170 150 x 100 8.0 14.8 110 95 135 10.3 25.0 35.1 145 110 170 8.9 95 75 115 12.6 28.6 35.0 64.7 60.7 42.Table 14: 2006 Section factor A/V (Hp/A) 3 sides 4 sides Rectangular Hollow Sections Dimensions to EN 10210 S355J2H Designation Area of the Mass per metre Size D x B Thickness t section mm mm Kg cm2 m-1 m-1 m-1 3.5 40.0 70.8 140 115 170 8.0 24.0 28.7 180 135 210 6.9 95 80 115 4.9 85 80 110 12.0 16.0 110 95 135 200 x 120 10.1 30.7 175 150 215 120 x 80 6.9 52.1 54.9 95 75 110 12.0 15.0 35.6 28.4 60 50 75 5.0 18.0 26.7 18.0 51.0 32.2 165 155 210 6.6 21.6 23.0 39.8 105 95 135 200 x 150 10.2 140 120 175 8.6 26.9 36.7 235 205 295 4.8 54.3 22.5 33.0 41.3 30. uk SECTION 1 4 Edition revised 17 Dec 07 .3 118 60 55 80 5.0 58.9 117 70 60 85 14.2 81.0 135 115 165 8.7 180 130 210 6.5 72.0 38.5 91.0 47.0 128 163 55 50 70 350 x 150 6.9 85 75 105 12.3 38.6 75 60 90 14.9 85 80 110 250 x 200 12.3 115 65 45 70 8.5 102 130 65 65 85 14.8 105 95 130 300 x 200 10.0 58.0 47.7 60.7 84.3 115 60 50 70 5.1 103 70 50 80 16.8 110 90 135 260 x 140 10.7 99.1 75 60 90 14.8 110 90 130 10.5 62.3 38.1 80 55 90 14.org.0 64.8 110 90 135 10.1 103 65 55 80 16.2 92.9 61.3 92.5 72.0 140 110 165 Association for Specialist Fire Protection 38 Fire protection for structural steel in buildings th www.5 82.2 70 50 80 16.9 95 70 110 12.7 170 140 210 6.0 82.4 145 105 165 8.3 52.Table 14: 2006 Section factor A/V (Hp/A) 3 sides 4 sides Rectangular Hollow Sections Dimensions to EN 10210 S355J2H Designation Area of the Mass per metre Size D x B Thickness t section mm mm Kg cm2 m-1 m-1 m-1 10.9 61.9 90 75 110 12.3 115 60 50 70 10.4 38.8 100 95 130 10.3 92.7 60.1 103 65 55 80 16.5 94.3 47.3 38.7 165 145 205 6.8 67.0 103 131 60 50 70 5.0 90.2 70.0 58.4 38.9 90 70 110 300 x 150 12.2 81.8 74.4 105 85 80 105 300 x 250 12.3 47.1 75 60 90 250 x 150 14.4 135 115 165 250 x 150 8.0 48.0 74.0 77.1 105 70 65 90 14.0 48.2 115 146 60 55 75 16.0 66.0 54.5 79.2 92.0 90.2 81.asfp.3 92.3 130 120 165 8.4 140 115 165 8.0 30.0 68.7 170 145 210 6.0 30.0 51.0 65 45 70 5.5 72.7 60.7 84.3 48.2 103 132 60 55 75 16.5 84.0 60.0 89.0 66.8 115 85 135 300 x 100 10.8 74.5 82.0 115 147 55 50 70 6.0 47.0 66.0 48.9 90 75 110 12.3 118 65 55 80 16.1 105 75 60 90 14.8 74.0 90.3 76.9 95 70 110 12.0 30.4 38. 4 109 105 95 130 10.3 57.0 72.0 66.0 120 153 65 45 70 6.5 112 142 70 60 85 350 x 250 14.3 52.5 95.0 106 135 90 70 105 500 x 200 12.8 115 85 130 10.8 122 75 55 85 14.5 112 142 70 60 85 14.org.2 115 90 70 105 400 x 200 12.0 141 179 60 45 70 8.0 115 80 130 10.5 145 100 165 8.0 74.9 63.8 80.0 85.5 131 167 70 60 85 14.2 103 132 65 50 75 16.0 106 135 85 75 105 400 x 300 12.4 109 105 90 130 10.3 49.0 166 211 55 50 70 8.2 115 85 75 105 12.Table 14: 2006 Section factor A/V (Hp/A) 3 sides 4 sides Rectangular Hollow Sections Dimensions to EN 10210 S355J2H Designation Area of the Mass per metre Size D x B Thickness t section mm mm Kg cm2 m-1 m-1 m-1 8.9 125 105 90 130 10.2 115 146 65 50 75 16.0 77.2 148 189 65 50 75 16.3 76.0 166 211 60 45 70 500 x 300 8.8 92.0 106 135 85 70 105 450 x 250 12.8 73.0 115 147 60 45 70 6.2 126 160 65 50 75 16.2 148 189 60 55 75 16.5 131 167 75 55 85 14.5 91.0 82.3 145 105 165 8.4 105 90 70 105 400 x 150 12.0 60.0 90.0 141 179 55 50 70 400 x 120 6.3 57.8 92.0 85.6 130 115 165 350 x 250 8.uk SECTION 1 4 Edition revised 17 Dec 07 .4 109 110 85 130 10.9 90 70 105 12.asfp.9 95 65 105 400 x 120 12.0 62.2 108 137 70 50 80 16.2 126 160 60 55 75 16.7 98.5 131 167 70 60 85 14.0 122 155 85 75 105 12.8 105 95 130 10.0 97.8 67.0 166 211 55 45 70 8.0 90.2 148 189 65 50 75 16.5 151 192 70 60 85 Association for Specialist Fire Protection 39 Fire protection for structural steel in buildings th www.9 117 75 55 85 14.0 128 163 60 45 70 6.0 85.5 94.5 84.8 73.6 140 110 165 8.8 110 85 130 10.5 102 130 75 55 85 14.8 110 90 130 10.0 72. org.2 170 217 60 50 75 16.0 235 300 45 40 55 NB – Data on older and other steel sections can be found on ASFP website/technical section Association for Specialist Fire Protection 40 Fire protection for structural steel in buildings th www.Table 14: 2006 Section factor A/V (Hp/A) 3 sides 4 sides Rectangular Hollow Sections Dimensions to EN 10210 S355J2H Designation Area of the Mass per metre Size D x B Thickness t section mm mm Kg cm2 m-1 m-1 m-1 14.asfp.0 191 243 55 45 70 20.uk SECTION 1 4 Edition revised 17 Dec 07 . uk SECTION 1 4 Edition revised 17 Dec 07 .org. to form cellular and castellated beams.Table 15: July 06 CASTELLATED SECTIONS Castellated Universal Beams Castellated Universal Beams (continued) Castellated Universal Columns Serial size Serial size Serial size Mass per metre Mass per metre Mass per metre Original Castellated Original Castellated Original Castellated mm mm kg mm mm kg mm mm kg 388 82 634 914 x 419 1371 x 419 343 74 551 289 457 x 152 686 x 152 67 467 253 60 356 x 406 546 x 406 393 914 x 305 1371 x 305 224 52 340 201 74 287 226 67 235 406 x 178 609 x 178 838 x 292 1257 x 292 194 60 202 176 54 177 356 x 368 534 x 368 197 46 153 406 x 140 609 x 140 762 x 267 1143 x 267 173 39 129 147 67 283 170 57 240 356 x 171 534 x 171 152 51 198 686 x 254 1029 x 254 140 45 305 x 305 458 x 305 158 125 39 137 356 x 127 534 x 127 238 33 118 610 x 305 915 x 305 179 54 97 149 305 x 165 458 x 165 46 167 140 40 132 125 48 254 x 254 381 x 254 107 610 x 229 915 x 229 113 305 x 127 458 x 127 42 89 101 37 73 122 33 86 109 305 x 102 458 x 102 28 71 533 x 210 800 x 210 101 25 203 x 203 305 x 203 60 92 43 52 82 254 x 146 381 x 146 37 46 98 31 37 89 28 152 x 152 228 x 152 30 82 254 x 102 381 x 102 25 23 457 x 191 686 x 191 74 22 67 30 203 x 133 305 x 133 25 Cellular beams To accommodate building service within the beam depth. circular apertures are the most common. steel beams are now available with a variety of web apertures.asfp. A mixture of such aperture shapes is also possible. Whilst hexagonal. Association for Specialist Fire Protection 41 Fire protection for structural steel in buildings th www. See Section 6. rectangular and elongated lozenge shaped apertures are available. In all design there is a built in factor of safety. design was.1 of BS 5950-8 states that where recommendations (for limiting temperatures) are made when factored loads for the fire limit state differ from those applied in the tests they should be prepared by a suitably qualified person For the purpose of assessing the thickness of fire protection materials.5 and for various reasons designers may chose to use a higher factor.0. and thus.00 1. The load ratio is defined as: Load or moment at time of fire Load ratio = Member strength at 20 o C The load ratio can be seen as the ratio of the factors of safety for fire and normal design. for stainless steel the data may be used as it loses strength more slowly with increasing temperature.5 is given in Table 16.5 N/mm2 2. If the factor of safety used for the original. The Eurocodes use a similar concept of load level.2. Often. “cold”. However. A National Annex normally contains small changes to safety factors to bring the Eurocode in line with existing national standards. in which case.956 0.3. For other grades expert advice should be sought.7 and the factor for fire was 1.00 1. 2.00 0. The guidance of ENV 13381-4 is recommended. The values given are taken from BS 5950-8: 2003.asfp. might be less than 0.e. STRUCTURAL FIRE ENGINEERING Many structural design codes now include “fire resistant” design.59. 0.59. Table 16 Variation of the effective yield strength factor of normal structural steels with temperature Temperature 20 100 200 300 400 500 600 700 800 (°C) Effective yield 1.0. Section 8.223 0.460 0. the permitted factor of safety for fire design is less than unity. These are “official” national deviations from the published codes and for EC3 -1-2 and EC4 – 1-2 these are expected to be published during 2007. The effect of the initial gain in strength is normally ignored. on further heating. This would arise because BS 5950-8 allows the imposed load on floors to be reduced to 80% of the nominal value in many cases and the Eurocodes allow the imposed load to be reduced to 50%. in the example. a steel element (beam or column) will be able to resist the applied loads at temperatures in excess of 500°C. or less. The fire resistant design parts of these codes is Part 1.org. EC3 is the design code for steel and EC4 is the code for composite steel and concrete structures.the limiting steel temperature before the critical failure temperature is reached. Association for Specialist Fire Protection 42 Fire protection for structural steel in buildings th www. i. then the load ratio would be 1/1. a detailed knowledge of these codes is not required but the basic concepts are explained below. An important feature of these codes is that they introduce the concept of a variable steel failure temperature . 1. at 600°C the effective yield strength of S275 steel is 0. They also contain guidance on the use of Informative Annexes.2 Load ratio BS 5950-8 uses the concept of load ratio as a measure of the applied load that a member can resist at the time of a fire. based on strength. In fire. The exact temperature will depend on the type of element and the initial “cold” factor of safety.1 Strength of steel at elevated temperature As steel is heated it will gain strength up to a temperature of about 200°C and then. say.00 1. it is permissible to reduce this factor to 1. the load ratio. All Eurocodes have National Annexes. For example. All these codes cover the design of a number of types of steel element and include the calculation of the temperatures of fire protected steel. In the UK the relevant design code is BS 5950 Part 8: 2003 and is called “Code of practice for fire resistant design”. of at least 1. The variation of strength retention factor with temperature for the normal structural steels S275 to S355 at strain(%) of 1. These reductions in loading can be justified using statistical evidence of actual measured imposed floor loading.2 (EN 1993-1-2 and EN1994-1-2). lose strength.108 strength factor Note: The factors are applied to the “cold” strength of the steel to obtain the elevated temperature strength.uk SECTION 2 4 Edition revised 17 Dec 2007 . It melts at about 1600°C.756 0.7.46 x 275 = 126. In the Eurocodes. 5. Load ratios much higher than 0. P109. a fire protection contractor will normally not be able to tell whether a beam is composite simply by visual inspection.M. The appraisal of the limiting or critical temperature of any member should be only be carried out by a qualified engineer [registered with the UK Engineering Council] and will normally be made by the consulting engineer for the job. Recommendations were prepared by SCI on situations when voids could be left unfilled. In essence. In a finished beam. A 200 mm deep beam will fail at approximately the same temperature as a 400mm deep beam if they are both working at the same load ratio.3 0. A suitable statement must be provided in all contracts and quotations’ 2.SCI 4 November 1997 –‘The existing temperatures of 550C and 620C are acceptable for most circumstances. The temperatures of all parts of the section are increased. Firstly. Technical Report: The fire resistance of composite beams Steel Construction Institute.2 Typical column in compression in 510 540 580 615 655 710 multistorey building Non-composite beam supporting concrete slabs or composite slabs in 590 620 650 680 725 780 multistorey building Composite beams supporting concrete or composite slabs. the rate at which heat enters the section is increased. 1991. the load ratios and limiting temperatures for columns and laterally restrained beams supporting concrete slabs or composite slabs (the most common type in multistorey buildings) are given in Table 17. M. With open trapezoidal steel decks this void is comparatively large and could be 180mm wide and 60mm high. G. These two effects can both be expressed in terms of a temperature increase compared to a protected beam with “filled voids” carrying the same loading. a potential void is created between the deck and the top flange of the beam.6 are very rare although the maximum value could be as high as 0. the increased temperatures cause the section to lose strength at a faster rate. the steel member will function satisfactorily at the limiting temperature but fail at higher temperatures. For 60 minutes fire resistance the effective increase is approximately 70°C and for 90 minutes the effective increase is 90°C. This was published separately by SCI and ASFP. Also see more detail in Section 1.uk SECTION 2 4 Edition revised 17 Dec 2007 . with 100% shear 550 580 610 645 685 740 connection NOTE .asfp. With a “closed dovetail” deck the void is much smaller with an opening of between 12 and 15mm.5 0. The data is extracted from Table 8 of BS 5950-8:2003. When the void above a composite beam is left unfilled two effects occur.7 0. Secondly..4 0. These increases should be subtracted from the temperature. The guidance was originally based on the protection thickness for the beam being taken from the 2nd Edition (Revised) of this publication and was based on limiting temperatures of either 550°C or 620°C. LAWSON. Although it is very rare for a steel beam supporting a composite floor slab not to be designed to act compositely with the floor slab.6 0.55. In practical designs the load ratio will vary from 0.3 Composite beams and voids When a composite beam is constructed using a profiled steel deck.2 Table 17: Limiting temperature for columns and beams Limiting temperature (°C) for a load ratio of: Description of member 0. Association for Specialist Fire Protection 43 Fire protection for structural steel in buildings th www.7 for an element carrying purely the dead weight of the structure! For a given load or stress level. R. the maximum permitted temperature is termed the critical temperature in the Eurocodes and the limiting temperature in BS 5950-8. although the increase on the bottom flange is small. In the case of the open trapezoidal deck the fire resistance of the composite beam may be reduced because of the effects of additional heat entering the steel beam through the top surface of the flange.45 to 0.The load ratio is a useful concept because it allows different size elements to be considered in the same way.org. For illustrative purposes only. The effect of filling or not filling voids was investigated by SCI and ASFP and others in a series of fire tests NEWMAN. the shear connectors will be covered by the floor slab and so the contractor will have to obtain confirmation from an appropriate engineer. but they are not always conservative. Voids at compartment walls Voids must ordinarily be filled on beams that are part of a compartment wall otherwise the integrity and insulation criteria of the wall will be breached. no increase in fire protection is required.org.based on load carrying capacity. For decks with the profile running parallel to beams no special recommendations are made for spray applied materials but. This analysis has been carried out for beams with a high degree of shear connection and is conservative for beams designed with a low degree of shear connection. in assessing the fire protection requirements.1 and 6.2 NOTE 1 . a beam with unfilled voids should be considered to be at 560°C for 60 minutes or 540°C for 90 minutes fire resistance. Trapezoidal deck Beam type Fire protection on beam Fire resistance (minutes) Up to 60 90 Over 90 Increase thickness by 10 Materials assessed at % or assess thickness Composite No increase in thickness Fill voids 550°C using A/V increased by 15%* Increase thickness by 20 Increase thickness by 30 Materials assessed at % or assess thickness % or assess thickness Composite Fill voids 620°C using A/V increased by using A/V increased by 30%* 50%* Non-composite All types Fill voids above the flange * The least onerous option may be used For cellular beams .asfp. NOTE 2 . for board protection. Voids may only be left unfilled on beams that do not form part of a compartment wall. Thus. 620°C. Table 18: Recommendations for beams assessed at 550°C or 620°C (using section 1 of this publication) This table is subject to the scope of the SCI report P109 as referenced in Clause 2. Association for Specialist Fire Protection 44 Fire protection for structural steel in buildings th www.3 above. if based on BS 5950-8 the limiting temperature is 630°C. for the required fire resistance period.The ‘assessed at’ temperature relates to that used in the performance assessment document (assessment) for beams subjected to maximum design stress as defined in BS 5950-1:2000 Structural use of steel in building: Part 1 Code of Practice for design.1 and 6. The existing guidance states that if the fire protection is based on a steel temperature of 550°C (for 60 minutes) then no increase in fire protection thickness is required.e.refer to manufacturers’ specific data and see Sections 6. A beam with unfilled voids will actually be at a temperature of 550°C plus 70°C.5) this level of loading is almost never exceeded so. these to be applied to the thicknesses derived for the fully stressed beam(s). From BS 5950-8: 2003. it is appropriate to use the 620 deg C value when defining requirements. the boards should be taken past the edge of the flange to abut the underside of the deck.uk SECTION 2 4 Edition revised 17 Dec 2007 . i.2 Dovetail decks Beam type Fire protection on beam Up to 60 90 Over 90 Any All types Voids may be left unfilled for all periods of fire resistance For cellular beams refer to manufacturers’ specific data and see Sections 6. The temperature modifications are appropriate to both passive and reactive types of fire protection. the load ratio for offices at 610°C is 0.5. For buildings with largely non-permanent loading (See 1.Where such assessment temperatures exceed 550 deg C. Any non-combustible material with proven fire stopping ability may be used.asfp. If the protection to a beam is not based on any structural fire engineering analysis then the recommendations for when voids may be left unfilled are given in Table 18.1 and 6. being penetrated by the beams. The physical filling of the void is not necessary. If.2 Trapezoidal Deck Dovetail Deck Association for Specialist Fire Protection 45 Fire protection for structural steel in buildings th www. If the design specifies a limiting temperature the temperature modifications should be taken from Table 19. are also met [see 1.org. provided that the other fire resistance criteria for any fire resisting walls. This applies to thicknesses specified using section 3 or 4 of this publication. Table 19: Temperature modifications for beams with specified limiting temperature Trapezoidal deck Beam type Temperature reductions for fire resistance (minutes) of 30 60 90 Over 90 Composite 50°C 70°C 90°C Fill voids Non-composite Fill voids For cellular beams refer to manufacturers’ specific data and see Section 6. “fill voids” is specified and an intumescent coating is being used then it may be interpreted that the upper surface of the top flange should have the same coating thickness as the other parts of the beam.When filling voids above beams protected with a passive fire protection material it is not necessary to use the same material to fill the voids as was used to protect the beam.2 Dovetail decks Beam type 30 60 90 Over 90 Any No temperature modifications are required For cellular beams refer to manufacturers’ specific data and see Sections 6. This applies to thicknesses specified using section 1 of this publication. in Table 18 or 19.6.3].1 and 6.uk SECTION 2 4 Edition revised 17 Dec 2007 . Similarly an assessment need not cover all the steelwork shapes. Consolidating available information on the performance of fire protection materials.2. floors and walls In assessing the performance of fire protection materials the relevant parts are:- Part 20: Method of determination of the fire resistance of elements of construction (general principles) and Part 21: Method of determination of the fire resistance of load-bearing elements of construction. many factors can affect the performance of fire protection materials and coatings under test conditions and some minor variation between the performance in tests and that predicted by these assessment methods may occur. Establishing more consistent acceptance criteria. with a view to: 1.g.2 or 5. an assessment based on a loaded beam test and other data from unloaded short sections may be used. Providing guidance to manufacturers on testing requirements. loaded beam tests should be continued until the deflection at mid-span reaches a minimum value of span/35. but at least three loaded tests plus unloaded sections would be required to cover both orientations and a range of thicknesses. An assessment can be restricted to one or more shapes alone. Appropriate data from other independently validated sources may be used to supplement the assessment but will not be used as the main basis of the evaluation. The programme of tests need not be restricted to one steelwork shape. should be followed for the particular type of protection systems The potential fissuring. but additional loaded tests may then be necessary. 2. Maximum and minimum fire resistance periods under consideration.asfp. Providing practical guidance for evaluation of constructions which are ‘un-testable’. Separate procedures are given for intumescent coatings and passive materials in recognition of the technical differences and physical performance characteristics of these materials. The scope of a product assessment need not cover all the shapes and orientations detailed in this document. where a product is intended to be used only on beams. The loaded tests are therefore designed to provide information regarding the physical/mechanical performance of fire protection under the following conditions: 1. the resolutions of the Fire Test Study Group and the scheme described in “Test Procedures” Sections 3. 3. e. Vertical and horizontal orientations (columns and beams) as appropriate. UKAS accredited laboratories. Association for Specialist Fire Protection 46 Fire protection for structural steel in buildings th www.1 General information The appropriate procedures detailed in this document have resulted from discussions of the ASFP Technical Committee and the ASFP Technical Review Panel. in conjunction with tests on unloaded beams and columns exposed to the heating conditions specified in BS 476-20 or from tests on loaded /unloaded beams and columns to the relevant part of EN13381.2 General test procedures The general procedures used for determining the fire resistance of load-bearing elements of structure are specified in BS 476: Part 20 and 21: 1987. Loaded column tests should be continued until structural failure is imminent. e. 3. Where BS 476-21 or EN 13381 series does not provide full details of test procedures. Part 20 is concerned with general principles and covers common requirements Part 21 covers the testing of load-bearing beams.uk SECTION 3 4 Edition revised 17 Dec 2007 .3 TEST & ASSESSMENT PROCEDURES – GENERAL GUIDANCE Methods of assessing the performance of fire protection materials have been developed in the UK which enable the thickness of protection for a wide range of situations to be predicted.2 and in 4. Making assessments more consistent from different sources. To demonstrate the retention of the fire protection material. 2. For example. These procedures are based on the best available knowledge at the time of writing and are considered to provide a reliable means of evaluating the performance of fire protection materials and coatings in terms of BS 476-21.g. The assessment procedures use data generated either from tests on loaded beams and columns to BS 476-21. 3. 3. 4. columns. Maximum and minimum protection thicknesses. Guidance on the test and assessment procedures of European Standard ENV 13381-4 is given in Section 6. The assessment procedures were developed by the Association for Specialist Fire Protection in consultation with Industry. However. cracking or detachment of a fire protection material or coating may only become apparent during full scale loaded fire resistance tests.org. 5. “I“ sections only. The assessments will be primarily based on test information from accredited 3rd party test laboratories accredited to ISO 17025. uk SECTION 3 4 Edition revised 17 Dec 2007 . and whether or not the section is designed to act in composite action with the floor. The load applied to loaded specimens shall either be equal to the maximum permissible load calculated in accordance with BS 449-2 (including amendments 1 to 7 but excluding subsequent amendments) or comply with the requirements of ENV 13381-4 and/or EN 13381-8 when the draft is agreed or published. limiting and design temperatures ƒ The ‘critical temperature’ is defined as the steel temperature at which failure of the structural steel element is expected to occur against a given load level. e. 3. it is this standard which is generally referred to in this document. In both BS 476 and the new European Standards the performance of load-bearing steel beams and columns is judged against the criteria of load-bearing capacity which is related to the ability of the element to remain in place without excessive deformation. operating in accordance with EN ISO 9000 or EN 45000. UKAS accredited laboratories or in a laboratory recognized by UKAS. 6. ƒ I-section columns with four-sided exposure: (mean temperature of both flanges + mean web temperature)/2.3 General assessment procedures ENV 13381-4 specifies a number of methods of analysis of the data generated by the specified programme of tests. If loadbearing capacity failure of a loaded beam occurs (or for columns is imminent) the load should be removed and the test continued until the conditions given in 4 are achieved. However. It is acceptable to adopt the methods given in this European standard subject to the criteria of acceptability being met [see later]. To provide maximum information tests should ideally be continued until all steel sections have reached a mean temperature of 700°C (or other maximum assessment temperature required by the sponsor). ƒ RHS beams with three-sided exposure: mean temperature of the three exposed faces. Primary test evidence must be obtained from 3rd party test laboratories accredited to ISO 17025. depending on these factors. Loaded specimens should comply with the dimensional requirements of BS 476-21 or ENV 13381-4 and non- loaded specimens used to provide temperature data should have a length of at least 1 metre. Stone mineral or ceramic fibre insulation should be provided between the top flange of all unloaded beam sections and the concrete cover slabs. Loaded beams shall be tested with their ends simply supported. In such cases all variations should be agreed with the assessor and the reasons for.The European standard ENV 13381-4 also makes reference to the European EN 1363 series of standards. 2. as all the procedures for assessing fire protection to structural steel are specified in ENV 13381-4 (a graphical method is being reviewed).e. ƒ RHS/CHS columns with four-sided exposure: mean temperature of exposed face[s]. ENV 13381-4 has no parallel British Standard. The mean steel temperature shall be calculated at intervals not exceeding 2 minutes and is defined as follows: ƒ I-section beams with three-sided exposure: (mean temperature of lower flange + mean web temperature)/2. The ‘design temperature’ is the temperature determined by calculation at which failure of the structural steel element is expected against a given load level at a particular location in a building Association for Specialist Fire Protection 47 Fire protection for structural steel in buildings th www. 4.asfp. 1. and details of the variation. In certain cases it may not be practical to comply with all the above requirements. ƒ The ‘limiting temperature’ is the maximum temperature of the critical element of a member prior to failure under specified fire conditions. which contain general information about conducting fire resistance tests.org. will be included in the assessment report. 3. restrained in direction and against rotation). Columns should be axially loaded with their ends fixed (i. 3. The permitted extensions listed in this Standard may also be applied provided that full data input set is available. The temperature of the steel at failure will vary. unless stated otherwise. 5.g. Critical.3.1 Assessment procedure and basis of assessment Temperatures attained by steel sections In practice the fire performance of steel sections will depend on their load ratio and the maximum allowable steel temperature. 5. The data from the fire tests is used for the UK assessment procedures without the inclusion of any of the correction factors described in the European Standard.2 Test procedure . or highlight those.5 254 x 146mm x 43kg/m 170 120 0.0 254 x 254mm x 132kg/m 90 65 0. 2. If loadbearing capacity failure of a loaded beam occurs (or for columns is imminent) the load should be removed and the test continued until the conditions given in (5) are achieved.dpmin). TEST AND ASSESSMENT PROCEDURES – PASSIVE FIRE PROTECTION SYSTEMS 4. where dpmax = maximum thickness to be assessed (mm) dpmin = minimum thickness to be assessed (mm) dp = average thickness of fire protection material applied (mm) If reinforcement is used over part of the thickness range additional loaded tests will be required. specified in BS 476-21 or ENV 13381-4. When possible the moisture content or state of cure should be measured immediately prior to test. Association for Specialist Fire Protection 48 Fire protection for structural steel in buildings th www.8 Columns 203 x 203mm x 52kg/m 180 125 1.dpmin) / (dpmax .1 Test programme .org.4 356 x 171mm x 67kg/m 140 105 0. 4.2 305 x 102mm x 25kg/m 285 225 0.passive protection systems These procedures are additional to.2 152 x 152mm x 30kg/m 235 160 0.0 Loaded steel I section column 203 x 203mm x 52kg/m 180 125 1.0 1m long unloaded specimens Beams 305 x 102mm x 25kg/m 285 225 0. Table 20 A/V Section factor A/V Section factor Thickness Factor Profile Protection Box Protection K Loaded steel I section beams 305 x 127mm x 42kg/m 180 140 1. Details of the programme of sections to be tested for the European Standard are given in ENV 13381-4.passive protection systems For a passive fire protection material / product /system being evaluated to BS 476-21.0 254 x 254mm x 89kg/m 130 90 0. To provide maximum information tests should ideally be continued until all steel sections have reached a mean temperature of 700oC (or other maximum assessment temperature required by the sponsor) or until the insulation system has suffered a significant detachment from the steel section.8 254 x 146mm x 31kg/m 230 160 0. Loaded specimens should comply with the dimensional requirements of BS 476-21 or ENV 13381-4 and non-loaded specimens used to provide temperature data should have a length of at least 1 metre.4. in temperature. moisture content and state of cure to the expected state of a similar element in service. 6. The applied thickness of protection should generally be maintained within 15% of the mean applied thickness. Test specimens shall be conditioned in such a manner that they correspond as closely as possible.3 K = thickness factor = (dp . 4.5 356 x 171mm x 67kg/m 140 105 0. The materials and standards of workmanship of the test specimens shall be representative of good site practice.0 305 x 127mm x 42kg/m 180 140 0. 3.asfp.uk SECTION 4 4 Edition revised 17 Dec 2007 . a typical exploratory testing programme would include the following combinations of steel sizes and orientations over the range of manufactured/applied thicknesses. 1. For the purposes of analysis.g. I-section. a2 = constants applicable to the material. the fire resistance time is taken as the time for the steel sections to achieve the given critical temperature. The values of the constants ao. These data may be from tests to either BS 476-21 or ENV 13381-4.4. and A/V = Section Factor (m-1). The analysis may be repeated at other critical temperatures.9 indicates an inadequate correlation which could arise because: (a) the standard equation is unsuitable for the specific product (e. 4. By re-arranging the equation and substituting values of ao a1 a2 derived from the regression analysis it is possible to derive protection thicknesses for given values of A/V and derive tables of the form presented in the Data Sheets (Section 9).3. Association for Specialist Fire Protection 49 Fire protection for structural steel in buildings th www. With many fire protection materials it is possible to achieve a coefficient of determination (r2) in excess of 0. is derived by means of an empirical relationship in the equation below Fire resistance time (minutes) t = ao + a1 dp V/A + a2 dp Equation 1 Where ao. If the coefficient of determination is found to be less than 0. which indicates a high level of agreement between test and predicted data.org. a1.3 Assessment of performance of passive protection systems Test specimens shall be conditioned in such a manner that they correspond as closely as possible.95. solvent content and state of cure to the expected state of a similar element in service or as specified by the manufacturer. due to a high combined moisture level). t − a0 dp = (a1 V + a 2 ) A Equation 2 The tests on the loaded sections are carried out with the loads on the specimen calculated to give a critical temperature of 550°C for columns and 620°C for beams. dp = thickness of fire protection material (mm). A coefficient of determination less than 0. at a given critical temperature for the steel.asfp.95. further investigations must be carried out to determine the reasons for the discrepancy and an appropriate safety factor may be included in the analysis to compensate for the variation.1 Basis of Assessment The aspects considered in the assessment of test data are: Section Factor (A/V) Shape of section (e. a1 and a2 are determined by means of multiple linear regression using information from the unloaded sections only as input data.uk SECTION 4 4 Edition revised 17 Dec 2007 . usually in 50°C steps. in temperature.g. rectangular hollow section) Size of section Fire resistance period Temperatures attained by steel sections Critical temperature Orientation of section Thickness and density of applied protection Surface preparation of steel Reinforcement (if any) Primer compatibility Fixing and support detail Physical performance and retention of protection material Over-coating The thickness of material required to provide specific standards of fire resistance. If the results of the loaded tests are worse than those of the short sections at the same critical temperature or if the mean temperature of the loaded section at failure is less than 550°C (columns) or 620°C (beams) then further investigations must be carried out to determine the reasons for the discrepancy and an appropriate safety factor may be included in the analysis to compensate for the variation. The range of critical temperatures agreed for this publication is 350°C to 700°C. 9. The average thickness of material applied to a test specimen is used in the analysis. General assessment procedures are referred to in Section 3. The material should remain intact during this over-run period for the extrapolation to be considered. The predicted thicknesses are always considered as the minimum required for on-site application.09mm becomes 15mm. In the case of (b) the data should be rejected and further tests carried out or suitable safety factors included in the analysis. 8. In the computation of required spray material thickness for presentation in the product data sheet the calculated value shall be rounded as in the following example: 15. subject to agreement by the Fire Test Study Group and ASFP Technical Review Panel 6. Assessments only apply to the specific formulation tested. The extrapolation of minimum thickness will normally only be acceptable by up to 10% of the minimum thickness tested as shown below Permitted extended use of data Section Factor Positive extension: + 10% A/V Negative extension: -10% Material Thickness Positive extension: + 10% 7. Association for Specialist Fire Protection 50 Fire protection for structural steel in buildings th www.3.g.org. Assessments are only made regarding the performance of vertical elements if a loaded column has been tested and meets requirements similar to those noted for steel beams under (1). The extrapolation of maximum thickness will normally only be acceptable by up to 10% of the maximum thickness tested. Assessments are only made regarding the performance of horizontal elements if the loaded beam test with maximum thickness in accordance with BS 476-21 or ENV 13381-4 has achieved the maximum fire resistance under consideration. The assessments derived from the procedures detailed in this document may be applied directly to steel sections having the following properties: Re-entrant profile Profiles that are not re-entrant provided that the fixing of the protection system is equivalent to that tested Depth not exceeding 686mm Width not exceeding 325mm Where any of the above criteria are not met additional assessment and/or test work will be required to ensure that the fire protection material will be retained in position under fire conditions. The basis for the justification of the alternative technique should be documented in detail in the assessment report. In the computation of the maximum Section Factor (A/V) for a stated board thickness for presentation in the product data sheet the calculated value shall be rounded down to the nearest whole number. If this criterion is not met (e. loss of material during test. 3.asfp. 2. The acceptable range of thicknesses is related to the maximum and minimum thicknesses tested on loaded sections. any alternative approach must be fully documented and justified in the assessment report. for materials containing significant quantities of combined water) and alternative or modified methods of analysis are not precluded.g. a beam fails at 210min rather than 240min or more) the result may still be acceptable provided that the load is removed after a deflection of at least span/35 has occurred and the test is run-on until the full period is completed. 1.uk SECTION 4 4 Edition revised 17 Dec 2007 .2 Assessment procedures The following general conditions are applied to the assessment of passive fire protection materials.3. 4.(b) the test data are unreliable due to excessive density variation. 5. In either case the assessing body should seek to establish the reason for the variation. In the case of (a) an appropriate assessment technique should be adopted. and subject to a maximum increase of 10% in the section factor. In certain cases the standard method of assessment may not be appropriate (e. etc. however. 4.1 or above becomes 16mm 15. org. 6. Data sheets (details as Section 8). 2.Details of any constraints. 4.3 Assessment report Following the completion of the appropriate test and assessment package a fully documented report should be prepared by the assessor for consideration by the ASFP Technical Review Panel prior to acceptance for publication in Section 8 of this document. basis of the assessment and justification for any deviations from the procedures detailed in this document.3. Predicted thicknesses for various Section Factors and critical temperatures. Physical performance and retention of material.uk SECTION 4 4 Edition revised 17 Dec 2007 . review by the ASFP Technical Review Panel will not be required provided that the Certification Body adopts the requirements / recommendations of this Publication. test standard and type of test (beam/column. Test specimens .asfp. The assessment report will fully detail the scope of approval. Predictive analyses at each critical temperature with summary of test results and summary of analysis data. 7. loaded/unloaded. full scale/small scale. 3. The format of the report should provide the following minimum details: 1.4. 5. In the case of a 3rd Party Certificated product. All test data used in the preparation of the assessment should be fully referenced by test number. Association for Specialist Fire Protection 51 Fire protection for structural steel in buildings th www. Limits of acceptability . 8. Fire protection material /product/ system . The test reports used for the assessment should be appended to the Assessment Report. etc).Number of specimens and sizes used in the analyses.Brief description of generic types. 2 For tests carried out to BS 476. See Section 6 for the fire protection of cellular steel beams. the following steel sections are suggested for the development of a test programme with respect to BS 476: Part 21. TEST AND ASSESSMENT PROCEDURES – REACTIVE FIRE PROTECTION SYSTEMS This Section presents guidance with respect to the evaluation of structural steel sections protected against fire by thin film intumescent coatings. Table 21 Steel “I” Sections Steel Rectangular Hollow Sections mm x mm x Kg/m mm x mm x mm 305 x 102 x 25 80 x 80 x 3. and prEN 13381- 8 for Reactive coatings.1.6 254 x 146 x 31 120 x 60 x 3. and therefore there is currently no agreed European approach that deals with the fire protection of steel cellular beams as elements of construction.uk SECTION 5 4 Edition revised 17 Dec 2007 .5 254 x 146 x 43 100 x 100 x 5. Thicknesses refer to dry film thickness.org.1 Loaded tests For a system which is to be used over a range of thicknesses.0 152 x 152 x 30 300 x 300 x 12. It should be noted that the current European fire test standard ENV 13381-4 is in the course of being revised and will be reissued as two separate standards: ENV 13381-4 for passive Boards and Spray coatings.asfp. or Suitable hollow column for the target assessment Maximum thickness Association for Specialist Fire Protection 52 Fire protection for structural steel in buildings th www.0 305 x 127 x 42 250 x 250 x 12.5 610 x 305 x 238 The scope of the assessment will depend upon the nature of tests carried out and the performance of the material in those tests.0 254 x 254 x132 300 x 200 x 8. For approval of “I” Section Beams 406mm x 178mm x 60kg/m Maximum thickness. 5. To enable the test laboratories to maintain a stock of appropriate test specimens. or Suitable beam for a particular target assessment. In addition. 5.1 Test programme [Reactive systems] prENV 13381-8 specifies a programme of tests for reactive (intumescent) systems and reference should be made to this document should it be required to test in accordance with this European Standard. or Suitable I column for a particular target assessment Maximum thickness For approval of Hollow Column Sections (alternatively a tall unloaded column can be tested only if a loaded “I” section or hollow beam is tested) 200mm x 200mm x 6.3mm Column Maximum thickness.0 203 x 203 x 52 200 x 200 x 6.0 406 x 178 x 60 140 x 140 x 5.3 254 x 254 x 89 150 x 100 x 8. Maximum thickness For approval of "I" section columns (alternatively a tall unloaded column can be tested only if a loaded beam is tested) 203mm x 203mm x52kg/m Maximum thickness. steel shapes and critical steel temperatures the following loaded tests are considered appropriate.6 356 x 171 x 67 150 x 150 x 5. the fire testing and assessment of cellular beams is not within the scope of these standards under revision. in order to maintain a consistency of approach the following guidance is given.5. See section 6. a tall unloaded column at least 2m in height and a package of short beams and columns. The specification for temperature measurement shall be as given in prEN13381-8. Similarly. a short reference column made from the same steel as each loaded column or tall column and with the same nominal protection should be included in the testing. A test programme for unloaded sections is required to explore the relationship between fire resistance. 5. Where loaded column data is available this should be used in preference to the tall-unloaded column specified in ENV 13381 but the tall column option is sufficient when carrying out new tests. To allow the short section beam data to be corrected for ‘stickability’. it has never been shown that there is a ‘stickability’ problem at the minimum dry film thickness especially as it is a phenomenon related to excessive film builds) If mesh reinforcement is used over part of the thickness range additional loaded tests will be required. Assuming that the readings are normally distributed this implies that: a) 68% of readings are within 15% of mean.asfp. Test specimens shall be conditioned in such a manner that they correspond as closely as possible. A typical programme will include at least ten sections where a range of dry film thicknesses is required. b) 95% of readings are within 30% of mean. Assessments for circular sections may normally be based on tests on square sections having the same Section Factor. Where it is required that both beams and columns are to be assessed the assessment shall be based on the data obtained from testing at least one loaded beam.6 2. solvent content and state of cure to the expected state of a similar element in service or as specified by the manufacturer. or highlight those specified in BS 476: Parts 20/21 or prEN13381-8.3mm Maximum thickness or Suitable rectangular hollow beam for the target assessment Maximum thickness (To our knowledge. To establish the performance of a material on deep web sections a deep web unloaded beam section (e.2 Test procedures [Reactive systems] These procedures are additional to those in Section 3. 1. For test purposes the coating should be applied such that the standard deviation of dry film thickness about the mean is not more than 15% using the principles of ASFP TGN 007:2001. in temperature. The materials and standards of workmanship of the test specimens shall be representative of good site practice.org. a short reference beam made from the same steel as each loaded beam and with the same nominal protection should be included in the testing.uk SECTION 5 4 Edition revised 17 Dec 2007 . The method of measurement and equipment operation is given in Section 5. 610mm x 305mm x 238kg/m) should be included in the test package. Alternatively tests on circular sections may be evaluated separately.3. In the absence of loaded column data the following critical temperatures shall be used in the assessment of the performance of columns under maximum permissible design loading: I-shaped sections: 550°C Hollow sections: 520°C Where it is desired to carry out the assessment of hollow columns at a different design temperature a suitable loaded column should be tested in order to establish the critical steel temperature at the maximum Association for Specialist Fire Protection 53 Fire protection for structural steel in buildings th www.For approval of Rectangular Hollow Beams 300mm x 200mm x 6. dry film thickness and section factor. the assessment shall be based on the data obtained from testing a loaded column and a package of short columns. The sections are generally selected from the list given above. c) 99% of readings are within 45% of mean.g. If the assessment is to be confined to columns only. If measurement shows that the readings are not in accordance with this distribution it will be necessary to make adjustments by removing paint or touching up to ensure conformity. to allow the short section column data to be corrected for ‘stickability’. The I-section and RHS-section groups are treated separately for the purposes of assessments. org. Association for Specialist Fire Protection 54 Fire protection for structural steel in buildings th www.g.uk SECTION 5 4 Edition revised 17 Dec 2007 . therefore. the test results and assessment of those results is carried out for beams and columns separately. Orientation of section The fire performance of reactive coatings can vary between vertical columns and horizontal beams. Primer compatibility The generic type of primer. permissible load subject to a maximum temperature of 550ºC. requiring their own set of loaded and unloaded sections in the test programme. its thickness and method of application. rectangular hollow section) The performance of reactive coatings can vary depending on the shape/profile of the steel cross section. Thickness of applied protection The performance of most reactive coatings will increase as the thickness increases up to a certain limit. Size of section The fire performance of some reactive coatings can reduce when they are applied to deep web or narrow flange beams. re-entrant sections are dealt with separately from hollow sections. Shape of section (e. Method of application The method of application of water-based intumescent coatings does not significantly affect the results so any method may be used but spray application is recommended. This would normally cover all standard steel sizes up to 914mm deep web. The aspects considered in the assessment of test data are: Section factor (A/V) Any test programme should include a number of steel sections with the widest possible range of section factors. I-section. or the flange is small. including the primer. If the web of the section is large. can play an important role in the overall performance of the system. In fact. the reactive coating on the web will not be supported as well by the coating on the flanges.3 Assessment procedures [Reactive systems] 5. Solvent based intumescent coatings are much more sensitive to the method of application and spray application should be used unless the manufacturer specifically recommends a different method which should then be used. unless there is particularly good correlation in the data being considered between the two types. Surface preparation of steel The adhesion of the coating system. subject to a maximum temperature of 620ºC.1 Basis of Assessment Assessments may be based on tests to BS 476 Part 21:1987 or prEN 13381-8.3. After such limits are exceeded there may be little or no improvement. then the same system must be used in practice. Generally coatings will perform better when applied to steel sections with a re-entrant profile. will depend on satisfactory preparation of the steel Surface reinforcement (if any) If any mesh reinforcement has been used with the coating system during the fire tests. The method of application used shall be recorded in the assessment and where solvent based intumescent are applied by brush for testing then the application shall be restricted to this method whereas if applied by spray for testing then the application shall allow both brush and spray. For deeper beams. It is therefore advisable to include a 610mm deep web unloaded beam and a 120mm wide flange unloaded beam in the test programme. Therefore. 5. The use of alternative primers should be in accordance with the manufacturer's recommendations. reactive coatings on circular hollow sections may provide a slightly better result than the same coating applied to rectangular/square hollow sections. In addition. Assessments for circular sections may normally be based on tests on rectangular/square sections of the same section factor. Generally. An assessment of the coating system will generally be limited to the primer type and thickness used in the tests. For hollow beams a suitable loaded beam should be tested in order to establish the critical steel temperature at the maximum permissible load.asfp. the performance will often decrease. a separate assessment is required. Fire resistance period The fire resistance period of each tested loaded section is the duration of the test until the specimen is no longer able to support the test load (see Section 1). The actual steel temperature at structural failure may be used in the assessment. Assessments will only be made regarding the performance of vertical elements if a loaded column test in accordance with BS 476: Part 21 or prEN 13381-8 has been successfully completed or a tall unloaded column has been tested in conjunction with the loaded steel beams (1 above). the importance of testing loaded sections protected with the expected maximum thickness of intumescent coating. during a loaded test. 4. load-bearing capacity failure of the specimen occurs before the appropriate fire resistance period is achieved. Assessments will only be made regarding the performance of horizontal elements if a loaded beam test has been successfully completed for the required fire resistance period. It is therefore recommended that if most of the test specimens do not have a top coat that there are some unloaded sections with topcoats.2 (1) are not met the assessor should consider the thickness distribution in detail and. or for a period capable of being extrapolated to the required time period as defined in clauses 3 and 6. 1. If the criteria specified in Section 5.3 Assessment protocol The following general conditions are applied to the assessment of reactive intumescent fire protection materials. reactive coating and topcoats. Physical performance and retention of the protection material A critical factor in the performance of any reactive coating is its ability to remain coherent and in position for the defined range of deformations.uk SECTION 5 4 Edition revised 17 Dec 2007 . for columns. The extrapolation of minimum thickness will normally only be acceptable by up to 10% of the minimum thickness tested on short sections.org. furnace and steel temperatures. in accordance with BS 476: Part 21 or ENV 13381-4. the load is removed when structural failure is imminent and the test is run-on until the full period is completed.Effects of over-coating Overcoating the reactive coating system with a non-fire paint. safety factors introduced into the assessment to take account of the variability.3. 3. 115min rather than 120min or more) the result may still be acceptable provided that. these may differ for different steel shapes and orientations and. where appropriate. 5. 2.asfp. In the case of maximum thicknesses.g. Alternatively the manufacturer may be able to demonstrate satisfactory performance using secondary test evidence from in-house tests. including a top coat. The materials should remain intact during the over-run period for the extrapolation to be considered. The time extrapolation will be limited to 10% of the achieved maximum load-bearing capacity for any particular specimen shape or orientation. for beams. The average total dry film thickness (dft) will be used as a basis for assessments. Test Reports and Assessments only apply to the specific system and formulation as tested. The acceptable maximum thickness is related to the maximum thicknesses tested on loaded beams and tall column sections. The extrapolation of maximum thickness will normally only be acceptable by up to 10% of the maximum thickness tested. Number of coats The number of coats to build the required thickness may affect the overall performance of the coating. although the evidence for this is limited. as such. 6. (e. 5. may have a detrimental effect on the overall performance of the system. It is therefore recommended that the number of coats applied on the test specimens is similar to the number used in practice and is recorded in the test report. which can be used for comparison. are not transferable from columns to beams or from I-sections to hollow sections. the load is removed after a deflection of at least span/35 has occurred or. The assessment should take account of the individual dft’s of primer. For assessment purposes steel section shapes will be divided into the following groups: I section (or other section shape providing a re-entrant profile) a) Horizontal b) Vertical Square/rectangular section a) Horizontal b) Vertical Association for Specialist Fire Protection 55 Fire protection for structural steel in buildings th www. such that its ability to provide fire protection is not impaired. This is known as “stickability” of the coating system. 7. If. Hence. Guidance for other primers and topcoats may be found in the ETAG No 018 Part 2 Reactive Coatings for Fire Protection of Steel Elements. basecoat and topcoat if tested. including primer. Where the factor is greater than 1 a value of 1 is to be used.56 70 68. Alternatively. Assessments for circular sections may normally be based on tests on square sections. except that this temperature should not exceed 550°C (except beams with 3 sided exposure and supporting concrete slabs where the temperature should not exceed 620°C). The assessment shall be carried out separately for beams. Analysis may be carried out at other limiting steel temperatures between 350°C and 700°C. tests on circular sections may be evaluated separately. In order to do this the following steps should be applied: 1 For both minimum and maximum thickness obtain the performance in terms of time to reach the specified design temperature for the short reference beam if it was protected with the same amount of material as its equivalent loaded beam. 4 Multiply the time to reach the specified design temperature for each short section by the calculated factor to obtain the corrected time.uk SECTION 5 4 Edition revised 17 Dec 2007 .asfp. provided that the protection system has proved to be effective and intact at those temperatures.87 (kmin) If k greater than 1 Ref B 2 min 0. The temperature used for the assessment shall be the lowest temperature at failure of the appropriate beam or column when tested in accordance with BS 476-21 or prEN 13381-8. columns and different shaped sections.38 39 0. To take into account the stickability performance of the product the temperature data for the short sections is to be corrected against the loaded beams. 2 Divide the time for the loaded beam by the corrected time for the short reference beam to reach the specified design temperature for both minimum and maximum thickness. fire resistance periods and section factors. 10. 12. 5 Use the corrected time for each section in the analysis. 9. 3 By interpolation between kmin and kmax obtain for each short section beam the factor appropriate to the actual thickness applied to the section.5 67 0. Where this information is not available. Table 22: Constraints for use of limited data from loaded beam tests Maximum web size for assessment Maximum flange size for assessment Beam size tested purposes purposes 406mm x 178mm x 60kg/m 686mm 305mm ‘Suitable’ beam + 280mm +127mm 11. These are the correction factors for maximum and minimum thickness (kmax and kmin). To establish the performance of a material on deep web sections (max 914mm web) a deep web unloaded beam section (min 610mm web) should be included in the test and assessment package. the following constraints shall apply based on the size of the loaded beam tested.39 46 44. Each of the shape groups detailed in (7) is treated separately for the purposes of assessments. Ref B equivalent short beam Association for Specialist Fire Protection 56 Fire protection for structural steel in buildings th www.98 (kmax) short beam Ref B 1 max 2. The correction for the short beams is based on interpolation between the performance at maximum and minimum protection thickness.org.8 then 1 is used LB loaded beam. Example Calculation Table 23: data for example Loaded and ref Time to design Corrected time Ratio DFT d (mm) sections temp (mins) for df (mins) (lb/sb) This is time the LB 1 dmax 2. When considering the performance of elements fully loaded in accordance with BS 449-2.8. loaded columns and tall columns depending upon the selected test programme.4 would have got if dft was as LB LB 2 dmin 0. the following criteria shall apply. 3. Examples of suitable justification are falling debris or flame impingement. Association for Specialist Fire Protection 57 Fire protection for structural steel in buildings th www.4 but it shall meet the conditions detailed below item (12) above 13. A/V Positive extension: + 10% Negative extension: -10% Material Thickness Positive extension: + 10% 15. 14. Criteria for Acceptability.3. The following criteria shall be applied to the analysis to ensure the predictions are valid: (a) For each short section the predicted time to reach each design temperature shall not exceed the time for the corrected temperature to reach the design temperature by more than 15%.3.asfp.25 75 0.92 69 * obtained by linear interpolation between kmax and kmin as follows: ⎡ kmax − kmin ⎤ ki =⎢ ⎥(di − dmin ) + kmin ⎣ dmax − dmin ⎦ Equation 3 Correction for columns is determined in a similar manner but using only factors derived from the loaded or tall column with the nominal maximum thickness. The justification for excluding any of the test results from the analysis must be given in the assessment report.org.uk SECTION 5 4 Edition revised 17 Dec 2007 . Situations may arise where certain of the above principles are not appropriate to a particular assessment. All the methods of data analysis specified in prEN 13381-8 are acceptable provided that the acceptance criteria therein are applied. Time to design temp Short section DFT di (mm) *factor ki Modified time (mins) (mins) short beam 1. (c) A maximum of 30% of individual values of all percentage differences in time as calculated in (a) shall be more than zero. (b) The mean value of all percentage differences in time as calculated in (a) shall be less than zero. It is not acceptable to exclude any result solely on the basis that it is lower than expected. There is no need to consider the effect of a difference in section factor if the equivalent pairs are from the same piece of steel.3 (10).4 Assessment Guidelines: Graphical Approach Data The input data shall be the mean time to reach the limiting steel temperature derived in accordance with Section 5. 5.2 for all sections tested. The data shall be modified in accordance with the principles given in Section 5. Permitted extensions are as follows: Table 24: Permitted extended use of data Negative extension: no limit below the minimum A/V tested. Alternatively. the data may be analysed graphically in accordance with the method described in Section 5. The above criteria shall be applied to each design temperature. using the dry Section Factor film thickness assessed for the minimum A/V tested. In such circumstances the reason for the variation and the justification for the alternative approach must be clearly detailed in the assessment report and must be agreed by the ASFP Technical Review Panel (BRE/Warringtonfire/ASFP). Corrections using this approach should be limited to one standard deviation (±15%) of the nominal target.018 0. Normally a minimum number of 3 points is necessary to draw a curve but one of these points could be a conservative baseline point of 10 minutes. it is acceptable to use all data points for both beams and columns.asfp.011 to 90 minutes: <10% 0. only steel beam data points shall be used for the assessment of steel beams and only steel column data points should be used for the assessment of columns. Figure 7 Limiting Steel Temperature: 550 Deg C 0. For each fire protected steel section tested. The performance may be adjusted to accommodate small differences in section and thickness of up to 15% using a similar technique to that used to correct the data (section 5.014 No extrapolation justified for DFT 1 to 60 minutes: >10% 0.003 DFT 1 0.006 0.015 No extraploation justified for DFT 2 for 90 minutes: >10% 0. 61 minutes. produce fire resistance times. where steel beams and columns perform differently.005 0.012 justified for DFT 3 0.009 0.010 Lines drawn conservatively upwards 0.001 0.org.017 0. those of the very similar section factor and thickness. plot the inverse section factor (V/A m) against time taken (minutes) to reach the limiting steel temperature.016 0.013 Inverse section factor m Limited extrapolation 0. within 5%.004 DFT 2 0. Note that to obtain the same mean dry film thickness it is necessary to calculate the value assuming linear behaviour so that if trying to plot a 500μ and a data point of 523μ with a time of 64 minutes use 500/523 x 64 i.uk SECTION 5 4 Edition revised 17 Dec 2007 .3 (11)). The equivalent sections must cover the range of section factors and thickness.008 0.3. In situations where all equivalent steel beams and columns. Figure 7 shows a typical graph.000 0 10 20 30 40 50 60 70 80 90 100 Time minutes Association for Specialist Fire Protection 58 Fire protection for structural steel in buildings th www. For each data point of the same mean dry film thickness draw a line which represents the best fit such that the plot is conservative.Method Generally.e.007 0.e. i.002 DFT 3 0. Direct Application of Results Permitted extensions are given in section 5. c) Details of method of analysis adopted. k) Reasons for the omission of any test data.Additional graphs e.3 (14). test standard and type of test (beam/column. j) Method of application (validity of assessment for the application method). Conditions for Acceptability In order for the Assessment Report to be valid. It is acceptable to use a minimum of two data points to draw a curve when such points are intermediate between curves established from three data points. Association for Specialist Fire Protection 59 Fire protection for structural steel in buildings th www. d) Predictive analyses at each critical temperature with summary of test results and summary of analysis data. i) Surface preparation and primer details. e) Compliance with criteria of acceptability. h) Physical performance and retention of material /product/system. Instances where these may occur are where two data points are close to and are to each side of a required fire resistance period and where there is only one data point at a particular thickness.Brief description of generic types.3 (13) must be met. typically at least three data points of a nominally similar thickness must be available. review by the ASFP Technical Review Panel will not be required provided that the Certification Body adopts the requirements / recommendations of this Publication. etc). basis of the assessment and justification for any deviations from the procedures detailed in this document. the conditions for acceptability given in Section 5.g.3. g) The test reports used for the assessment should be appended to the assessment report.uk SECTION 5 4 Edition revised 17 Dec 2007 .3. b) Test specimens. f) Predicted thicknesses for various section factors and critical temperatures. In the case of a 3rd Party Certificated product. 5. The format of the Assessment Report should provide the following minimum details: a) Fire protection material /product/system . In these types of situations straight lines can be drawn between points or to a point on the axes representing zero respectively as these lines are considered conservative and therefore acceptable. All test data used in the preparation of the assessment should be fully referenced by test number.org. In certain circumstances it is acceptable to draw straight lines between points.asfp.5 Assessment Report Following the completion of the appropriate test and assessment package a fully documented report should be prepared by the assessor for consideration by the ASFP Technical Review Panel (BRE/Warringtonfire/ASFP) prior to acceptance for publication in Section 8 of this document. loaded/unloaded. Establish the limiting inverse section factor at the intercept between each required period of fire resistance for each of the nominal dry film thickness plots. number of specimens and sizes used in the analysis. For each fire resistance period linearly interpolate between the limiting section factor and the dry film thickness to obtain intermediate values. dry film thickness versus time to reach the limiting steel temperature for constant section factor may be also be used to illustrate particular aspects of the assessment. details of any constraints and permitted extensions. The achieved time for any of the data points plotted on the graphs may only be linearly extrapolated to a required fire resistance by a maximum of 10%. Where the criteria are not met the data points should be re-appraised in accordance with method above drawing lines more conservatively until the criteria are just met. full scale/small scale. To draw curves.3. From the intercepts derive the limiting section factor for each required period of fire resistance for each of the nominal dry film thickness plots. The Assessment Report will fully detail the scope and limits of approval. 6 Measurement of Dry Film Thickness Equipment Type Thickness shall be measured using an instrument employing either the electromagnetic induction or eddy current principle. Calibration shims shall be no more than 50% greater or less than the coating thickness being measured. c) Capability to calculate statistical parameters – max/min values.5mm. web/flange joins or web stiffeners but it may be necessary to waive this requirement for narrow flange beams e. No readings shall normally be taken within 25mm of edges. there shall be minimally one reading per 25cm2 on the web. The instrument shall satisfy the following criteria. Calibration shall be carried out utilising calibration shims both above and below the anticipated thickness being measured. The instrument shall be set to zero on the flat plate supplied.asfp. Calibration shall be carried out immediately prior to any series of measurements being taken. mean and standard deviation.org.3. For I sections. In the case of a primer being employed.5. d) Capability to provide hard copy print out of data. Measurements shall be evenly distributed over all the coated surface(s) and there shall be minimally one reading per 50cm2 of coated surface. b) Provide a digital display of coating thicknesses and be capable of storing measured values. primer thickness shall be determined prior to application of the intumescent coating and subsequently subtracted from the measured total thickness of primer and intumescent coating.g. Number and Location of the Thickness Measurements Thickness shall be measured on all coated surfaces other than edges and web/flange joins. a) Possess a total range greater than the highest thickness to be measured. Operation and Calibration The instrument shall be operated in accordance with the manufacturer’s instruction for use. 100mm.uk SECTION 5 4 Edition revised 17 Dec 2007 . with a probe contact diameter of minimally 2. Association for Specialist Fire Protection 60 Fire protection for structural steel in buildings th www. during a secondary manufacturing process. the Section Factor for both passive and active fire protection systems should be calculated as Section factor [m-1] = 1400 / t where t = the thickness [mm] of the lower steel web and applies for beams made from all steel rolled sections and from welded steel plate. for the appropriate fire resistance periods. the ASFP has agreed to adopt the recommendation from the Steel Construction Institute.6. Whilst cellular beams are available with rectangular and/or ‘elongated’ aperture shapes. because for any beam with closely spaced openings failure in fire will in most cases be caused by failure of the steel web. It is considered that the manufacturer’s declared ‘Limiting Temperature’ for each beam will make sufficient provision for any effects from particular web-post dimensions and spacings. as described below.1 Cellular beams.20 can be avoided. This thickness will then be multiplied by 1. protected by passive fire protection systems [e. as published in RT1085. steel beams are now available with a variety of apertures created in the basic section size. THE FIRE PROTECTION OF CELLULAR BEAMS & CASTELLATED SECTIONS To satisfy building design requirements. cellular beams can be created from three flat steel plates welded together. that for castellated sections and cellular beams manufactured from all rolled steel sections and from welded plate. This guidance is now withdrawn and replaced by new inclusive guidance for all castellated and cellular beams. recognised by the Engineering Council. for the installed fire protection product. In view of these variables.20 to provide a prudent and conservative generic solution. Asymmetric steel beams may have different flange widths top and bottom. it has been recommended that to obtain the thickness of passive fire protection [boards and sprays] for a castellated section. c) The ‘passive’ fire protection product being considered must have been tested and assessed for standard ‘solid’ I -section beams. Castellated sections have hexagonal apertures. the thickness of fire protection should first be obtained based on the section factor as determined for the original parent steel section and then increased by 20%. The use of reactive coatings (intumescent paints) is discussed in 6.6. Alternatively.The previous ‘550C’ default temperature is removed as inappropriate to all types of cellular beams. The position of the aperture may not be centrally located within the web of the beam.The ASFP will support manufacturers who develop specific multi temperature analysis tables/ thermal models in conjunction with independent structural models such as SCI RT1085 v04. d) The thickness of the ‘passive’ fire protection product/system will be determined from the Section Factor.g. the method of calculating section factor must be suitable for symmetric and asymmetric beams fabricated from hot rolled sections and for beams fabricated from steel plate. added stiffener plates.asfp. No proposal should be offered where the ‘limiting temperature’ is not provided. boards and sprays] In previous editions of this publication. etc.uk SECTION 6 4 Edition revised 17 Dec 2007 . Moreover. most apertures are circular in shape. The dimensions of the residual ‘web post’ between adjacent openings can affect the performance of the cellular beam in fire. NOTE 2 . NOTE 1 . 6. including castellated sections. Association for Specialist Fire Protection 61 Fire protection for structural steel in buildings th www. subject to the provisions listed below – a) That the Section factor [m-1] is determined by SCI method. and fire protection product temperature tables. or a competent structural engineer.org. so that the factor 1. It is therefore important that the steel web temperature needs to be controlled. the limiting temperature. A large range of circular aperture sizes and spacing/pitch is available. to form deeper cellular beams than the parent beam. Section factor The method of calculating section factor for cellular beams with apertures is treated in a different manner than in the case of solid and hollow steel sections in Section 1. as above Section factor [m-1] = 1400/t where ‘t’ is the thickness [mm] of the lower steel web b) That the ‘default’ design temperature is the ‘limiting temperature’ for the steel cellular beam as determined and declared by the steel beam manufacturer.2 A new ‘passive rule’ for the fire protection of all cellular beams and castellated sections is now permitted. by calculation the thickness of the specific product required to achieve the required level of protection.e) The maximum thickness of a boxed board or reinforced sprayed PFP system to be used on the cellular beam must not exceed the maximum temperature or thickness.g intumescent coatings] In the 3rd Edition. the hole shape and dimensions. 6. not supported by ASFP.uk SECTION 6 4 Edition revised 17 Dec 2007 . of adding 20% to the fire protection thickness of a particular steel section (for an equivalent solid section in terms of A/V and for a given fire protection period) does not necessarily provide a safe solution for reactive coatings. The Section factor [m-1] is determined by SCI method.1 Background Recent testing of cellular beams has proven that previous practices. That situation has now changed. These critical stresses are independent of the fire protection required and are used to determine the limiting structural temperatures for the beam.3 in this Publication] 6. This factor may be more or less than 20%.The fixing detail and ‘stickability’of the proposed PFP system must not be prejudiced by narrow web post widths. the degree of the beam asymmetry and the structural utilisation factor. may require radically different thicknesses for the same cellular beam.2 Cellular beams protected by reactive coatings [e. as well as the nature of the proprietary fire protection itself. Therefore it’s likely that most reactive coating products will need a ‘thickness adjustment factor’ to be applied to the data obtained from solid rolled sections. For some beam design /reactive product combinations. 6. Association for Specialist Fire Protection 62 Fire protection for structural steel in buildings th www. as tested and assessed by an independent body on a loaded solid beam. as above Section factor [m-1] = 1400/t where ‘t’ is the thickness [mm] of the lower steel web. it was stated that no definitive guidance could be provided for the use of reactive intumescent coatings for the fire protection of cellular beams. normally quite similar in performance when compared on the basis of rolled steel sections.2. The ability of a reactive coating product to provide protection to the critical area(s) of the beam is very product specific. if appropriate. The design of the beam determines the position and nature of the critical stresses within the beam. g) The proposal for ‘sealing’ the PFP around the apertures in the cellular beam shall be covered by a suitable assessment from an independent body and deemed acceptable by a member of the ASFP Technical Review Panel. the width of the web post.If a tested ‘boxed’ PFP system is to be used as a ‘profiled’ PFP system then it shall be deemed necessary to confirm the manufacturer’s proposal by a member of the ASFP Technical Review Panel. the section factor and the web post width – the dimension between adjacent openings. [This must not be the same member who may have made the Assessment] NOTE 4 . NOTE 3 . the validity of which shall be proven over the range of its application. f) The maximum thickness of a profiled board or sprayed PFP system to be used.asfp.2 Fire protecting cellular beams with reactive coatings It is essential that the reactive coating manufacturer seeks information from the cellular beam manufacturer regarding the mechanical properties of the particular cellular beam design. the combined influence of variations in beam design and required thicknesses of reactive coating are the subject of a complex computer analysis. Individual protection products.2. It is now recognised that the thickness of a reactive coating required to provide a given fire resistance to a cellular beam is a function of the beam’s web thickness.org. based on the existing test protocol in Sections 3 and 4 of this Publication h) The PFP system being offered must ensure that there are no exposed areas of the steel – except where normally accepted at re-entrant profiles adjacent to the supported soffit above the beam [see Section 2. and applies for beams made from all steel rolled sections and from welded steel plate. must not exceed the maximum temperature or thickness. It is up to the intumescent coating manufacturer then to determine by testing and. This will include the ‘limiting temperature’. to assess the acceptability of the ‘stickability’of the proposed PFP system. as tested and assessed by an independent body on a loaded solid beam. as detailed in the text that follows. 3 Generic advice As far as it is possible to give generic advice regarding the determination of required thicknesses of intumescent fire protection products for cellular beams.uk SECTION 6 4 Edition revised 17 Dec 2007 . [* See comments in the Notes to Section 7. factors derived from a 60 minute test programme cannot be used for 90 or 120 minute requirements. Furnace control should be to either BS 476-21 or EN 13381-4: 2002* [for passive protection systems] or prEN 13381-8* [for reactive coatings] when exposed to the standard time-temperature curve specified in BS 476 -20 or BS EN 1363-1. shape and spacing of holes. together with the data obtained from the ‘cellular beam testing protocol’ is used to derive the required thickness of fire protection for a particular beam design. The former shall result in a product specific analysis or assessment of the combined steel beam and protection product performance [similar to RT 1085] as provided by a competent structural fire engineer. beams without lateral restraint or intermediate lateral restraint. The SCI RT1085 v04 currently excludes beams with rectangular or elongated openings. N. To utilise the data from the ‘cellular beam fire testing protocol.3 ‘Scope’ comments that ‘it is assumed that the voids formed by steel decking above the top flange are ‘filled’. This.SCI RT1085 v04 clause 1. Based upon the nature and design of the cellular beam (method of construction.that it also assumes that for cellular beams . for each fire protection period. the ASFP has devised a ‘cellular beam fire protection testing protocol’ to provide product specific thermal data for the fire protection of cellular beams. based on the principles given in the relevant Eurocode. The model shall take account of any increased temperatures of the web post relative to the flanges.2. 6. etc. or may represent a more simple analysis of information based on the fire testing of unprotected beams in comparison with protected beams. These tests should be conducted by a UKAS approved fire test laboratory utilising the standard temperature/time curve given in BS 476 Part 20 or BS EN 1363 – 1. (see 5.e. e. Readers should contact the Steel Construction Institute for the latest guidance.) this may require an analysis of the structural design data and the product data.’ ALSO refer to manufacturers’ specific data.g. UKAS accredited laboratories. The ‘plain beam’ assessments provide a baseline dry film thickness onto which has to be added an additional thickness derived from the beam characteristics.4 Product specific thickness determinations Product specific information based on multi-temperature analysis [MTA] of the product on plain rolled sections and the data obtained from the same product in the ‘cellular beam testing protocol’ can be used to provide the required level of fire protection to cellular beams of a variety of designs. Alternatively. Association for Specialist Fire Protection 63 Fire protection for structural steel in buildings th www. and beams subject to loading typical of office buildings.1) for each product which is to be tested and evaluated for use on cellar beams.B. the Steel Construction Institute has published SCI RT 1085 v04 which includes limitations of use such as – it only refers to cellular beams with circular holes up to 80% of the beam depth.1] The ASFP test protocol only uses circular openings in the steel web. the limiting temperature of a cellular beam may be established using a suitable structural model. ratio of opening spacing to opening diameter not less than 1.3. 6.2.asfp. the reactive coating (intumescent) manufacturer must first have a multi-temperature analysis (MTA) of the performance of the product on plain rolled sections. input data is required from [a] the steel beam manufacturer on the one hand and [b] the fire protection coating manufacturer on the other. this requires data from tests as described in the ASFP protocol.3 The ASFP fire testing protocol for cellular beam protection Where a reactive coating manufacturer wishes to obtain product specific thermal data for the fire protection of cellular beams.3 of this ASFP publication.. The assessments will be primarily based on test information from 3rd party test laboratories accredited to ISO 17025. see Section 6. The approach initially requires a conventional ‘plain beam’ assessment.3. NOTE .org. A protocol To evaluate and characterise reactive fire protection products. roof beams. width of end posts not less than 30% of the opening diameter. width of web posts not less than 130mm. In order to undertake the assessment and to determine the appropriate reactive coating thicknesses. Beams with ‘unfilled voids’ may be used provided that the protection thickness is further increased by use of the ASFP guidance in Clause 2. 6. Test programme results cannot be extrapolated for a higher period of fire resistance i. the average web post temperature will be the weighted average based upon the separation distances of each thermocouple from the edge of the opening. must be used. which must be situated 125mm above and below the web centreline . In the case of the intumescent coating around all other web thermocouples [not included in these zones] the ‘dft’s’ should be measured locally. Similarly. but their position in relation to each pair of circular and semi- circular openings are shown in Figure 8. WP1. and the outer two must be fitted 25mm from the edge of the openings. BFO.2 Dry film thickness [dft] measurements Dry film thickness measurements should be taken in the usual way to provide an overall average for each section. See Figure 9 for details of the positions of the web post measurement zones i. For assessment purposes. BF2 and BF3.e. WP2. In addition. The resultant measurements will be averaged as separate zones. all zone ‘dft’s’ must be within 15% of each other. If any zone does not meet this requirement. BF2 and BF3 must be equal to or greater than 0. the thermocouples below the full circular openings should be equidistant from the edge of the opening and the bottom flange. three thermocouples must be used on each web post on the web post centre line (see Figure 8). Note: ‘dft’ measurements must be taken at a minimum of 20mm from the edge of any opening as electronic gauges are not reliable at less than this distance. TBF. six measurements should be taken immediately under the plain web reference zone BF0. These measurements should be taken randomly on either side of the web and the thicknesses averaged separately for each face.e. WP1. Thirty-five mineral insulated thermocouples. but should exclude the plain web reference area. Each zone must be 250mm in length and must be situated immediately below its equivalent web post zone. In this respect. A “plain web reference zone” (WR) should also be included in the measurements. A pair of diagonally opposite thermocouples must be placed on either side of the web to form the 50mm square. i.asfp. The total underside bottom flange (TBF) must also be averaged as a separate zone. The combined averages of these measurements are considered to represent the average ‘dft’.1 Thermocouples Mineral insulated thermocouples must be used to in order to ensure reliable recording of the localised data and can be fitted on either steel face at mid depth. However. see Figure 8. physical adjustments must be made to ensure compliance. which must be positioned centrally between the stiffener and the vertical edge of the half circular opening. It should be noted that the thermocouples above the bottom flange. These must be placed in the web/flange corners and vertically up and down the web. should be equidistant from the edge of the openings and the bottom flange. The short asymmetrical beam must also be treated as detailed above. WP3. BF1. Ten ‘dft’ measurements should be taken in the web post zones WP1.3. Specific zone ‘dft’s’ should also be measured as indicated below. on the centre line of the web post. BF1. the main beam web reference thermocouples must form a 50mm square in the centre of the plain web areas. See Figure 9 for details of the positions of the bottom flange zones i. WP2. Ten ‘dft’ measurements should be taken randomly either side of the web within a 250mm x 250mm square around the four thermocouples. Three measurements must be taken on each side of the steel section within a 25mm radius of each thermocouple.3. with optional welded cover plates. The test laboratory will provide detailed drawings in the test report. BF2 BF3 and BF0.org.See Figure 9 below. Association for Specialist Fire Protection 64 Fire protection for structural steel in buildings th www. One must be fitted in the middle of the web post.uk SECTION 6 4 Edition revised 17 Dec 2007 . The short symmetrical beams must be treated as detailed above. Refer to gauge manufacturers for details. These measurements should then be averaged out for each side and a combined average taken. but the web zones must be divided into two discreet halves. WP2 and WP3.i. Five ‘dft’ measurements should be taken above and below the centre line on both sides of the web.e. above and below the centre line. The intumescent coating around the remaining bottom flange thermocouples must also be treated in a similar manner .85 of the maximum zone average.6. six ‘dft’ measurements must be taken on the underside face only. Likewise. BF1. The precise positions of the thermocouples are not shown dimensionally. Six ‘dft’ measurements must be taken on each of the underside bottom flange zones.e. WP3 and WR. See Figure 10 for details of the positions of the thermocouples on both the symmetrical and asymmetrical short beams. 6. the total zone averages of WR. the average bottom flange temperature must not reach 620ºC before it is in within 10% of the required period of fire resistance. The loaded sections must incorporate three pairs of circular openings/half circular openings. Openings for the 60 minute test section should be circular and 380mm in diameter. one of the 1200mm short sections may be asymmetrical in order to provide a degree of basic thermal data 6. This will ensure that no benefit will be gained from conservative over-application of the coating. to provide three web posts. However.3. 12 and 13 provide details of web post widths and web stiffeners.org.uk SECTION 6 4 Edition revised 17 Dec 2007 . Each test programme must include four short sections.6. (Position 1 x 50) + (Position 2 x 50) + (Position 3 x 60) Weighted Average = 160 Association for Specialist Fire Protection 65 Fire protection for structural steel in buildings th www. This ratio should be plotted against web post width. Figure 10 provides details of the short sections. Where the two web post assessments are carried out from a single fire test and the lower fire resistance period results in lower web post factors than for the higher fire resistance period. as the web to flange temperatures will be taken when the bottom flange has reached 620ºC and not when the predicted period of fire resistance has been achieved. The decking should incorporate two shear connectors between each dovetail. 90 and 120 minute requirements. The concrete slab must be 120mm thick. it may be possible to extend the 10% limit provided that sufficient supporting evidence is available.3. Each section must be 1200mm in length and must incorporate two web posts as detailed. Position 3: temperature at centre of web post. a) For web post width 100mm (Position 1) + (Position 2) + (Position 3) Average = 3 b) For web post width 130mm When web post widths (P) are 130mm. 120 minutes would not necessarily be achieved using the lighter more slender sections required for the 60 minute fire test. for example. All web openings must be circular and 400mm in diameter for both the 90 and 120 minute test sections. and also cover a wide range of slenderness ratios from 50 to 97 and Hp/A’s from 100 m¯¹ to 270 m¯¹. 90 and 120 minute test programmes because.asfp. as follows: - Position 1: temperature of web post at a distance of 25mm from one edge of hole. the factors from the higher fire resistance period must be used for both.4 Web post line assessment The web post assessment should be based on the ratio of the web post temperature to the average bottom flange temperature. parallel to the dovetail. As a minimum requirement. To provide an indication of the behaviour of protected asymmetrical sections. for each period of fire resistance. Tables 25. It should be noted that the sections specified differ for the 60. positioned across the top flange width. according to the Position Number. NOTE .3 Test specimens The steel sections used in the test must be grade S275 and the loaded sections must be fabricated from plate steel topped with Holorib composite decking.The short sections include web/flange ratios that apply to both hot rolled sections and plate girders. Figures 11. 26 and 27 provide details of the sections to be tested for 60. (Position 1 x 45) + (Position 2 x 45) + (Position 3 x 40) Weighted Average = 130 c) For web post width 160mm or more When web post widths (P) are 160mm or greater. When the average bottom flange temperature reaches 620ºC the weighted average web temperatures should be determined. The SCI has calculated the applied loads for each test programme in order to ensure web post buckling at failure. The test results will apply equally to any cellular beam made from hot rolled steel sections or steel plate. No upper limit has been set in this respect. The web post widths must be 130mm. 160mm and 225mm and it should be noted that the beams must be fitted with stiffeners in order to prevent web buckling. 700mm wide and cast from C30 topping reinforced with A142 mesh. Position 2: temperature of web post at a distance of 25mm from other edge of hole. and should use the simple average web reference temperature. The web post line can be a linear or curved plot provided an R² >0. Thermocouple positions for loaded beams l l Bottom Flange Plan View – T/C Positions at ¼ points Association for Specialist Fire Protection 66 Fire protection for structural steel in buildings th www. which is deemed to have a web post width of 450mm. The structural engineer will then produce specific limiting temperature tables based upon the specific web post line. prior to submission to an independent structural engineer recognised by the Engineering Council. FIG 8. In each case the higher value should be used as the relative temperature ratio.asfp. The plot should take account of the reference area of the web.g UKAS accredited laboratories. d) For web post width 225mm (Position 1 x 50) + (Position 2 x 50) + (Position 3 x 125) Weighted Average = 225 The ratios of each [weighted average web post temperature / the overall bottom flange temperature] must be determined at the time taken for the bottom flange to reach 620ºC and also at the required period of fire resistance. The web post line must not be extrapolated below 115mm unless additional test results can prove otherwise.9 can be shown.org. all web post ratios greater than this should be taken as one. The 450mm ratio is the “anchor point” for any plot and if this value is less than unity at the point where the line crosses unity on the Y-axis. e. such as the SCI.The thermal data from the asymmetrical short sections is not used in the web post line calculation. The web post width (X-axis) in mm should then be plotted against the average relative temperature (Y-axis).uk SECTION 6 4 Edition revised 17 Dec 2007 . NOTE . Web post assessments must be based upon fire test report and assessment from a 3rd party test laboratory accredited to ISO 17025. The temperature ratios for each web post width are averaged using the data from the loaded beam and the short sections. org. – DFT Zones WP1 WR WP2 WP3 BF1 BF0 BF2 BF3 TBF = Total Bottom flange Average – Underside only FIG 10. Short section detail 1200 mm 1200 mm Post 1 Post 2 Post 1 Post 2 Bottom Flange Plan View – T/C Positions at ¼ points Symmetrical Sections Asymmetric Section Post 1 = 130 mm in all cases Post 1 = 130 mm Post 2 = 160 or 225 mm Post 2 = 160 mm Association for Specialist Fire Protection 67 Fire protection for structural steel in buildings th www.uk SECTION 6 4 Edition revised 17 Dec 2007 .asfp. FIG 9. All steel grade S275.FIG 11. All welds 5mm double sided fillet. Web post dimensions are for reference only Association for Specialist Fire Protection 68 Fire protection for structural steel in buildings th www.uk SECTION 6 4 Edition revised 17 Dec 2007 .org. Loaded section detail 4500 3565(3555 3035(3045) Stiffeners on both No.asfp. in brackets is for 60 min sides at loading See Figure 12 for points: 50 x 10 test 1480(147 central dimensions 920 (930) 160 225 130 150 150 67 5 1725 See Figure 13 for 2775 end bearing detail 382 DO NOT SCALE Test Steel depth Opening Flanges Web d/t Applied 60 500 mm 380 160x12 6 79 4 x 50kN 90 550 mm 400 180x12 8 66 4 x 90kN 120 550 mm 400 180x15 10 52 4 x 105kN Note: All dimensions in mm. welded through deck Studs to be placed in pairs at every deck trough Association for Specialist Fire Protection 69 Fire protection for structural steel in buildings th www. Voids to be unfilled.asfp.org. This will have negligible effect on the structural performance as the shear is very low in this region. Deck to span across flange Deck sheet thickness 1 approx Reinforcement A142. FIG 12.uk SECTION 6 4 Edition revised 17 Dec 2007 . FIG 13. End bearing detail 20 plate 25 Roller 50 400 dia Floor slab detail DO NOT SCALE Width 700 Depth 120 Decking Holorib or similar. placed on deck Shear connectors 19 dia x 100. Central dimensions 225 Based on 400 100 approx 50 1725 425 2775 NOTE: The two “half” openings have been reduced in size and offset to increase the area of plain web. 325 0.4 0.4 0.63 SBd 550x200x25x10 550x200x20x10 550 50 130 1.4 0.5625 0.60 SBb 356x171x51kg 600x171x12x8 600 73 130 1.org.67 1200mm 356x171x67kg 550 52 225 1.62 SBl 550x200x20x10 550x200x20x10 550 50 130 1.67 1200mm 356x171x51kg 600 73 160 1. This may be replaced by a second SBb but with both web posts 100mm wide.4 0. if data is required for narrower web posts.325 0.4 NB Short section SBc is included for information only.325 0.325 0.4 0.4 1200mm 550x200x20x10 550x200x20x10 550 50 160 1.50 500 79 225 1. if data is required for narrower web posts.67 4200mm 400mmdiaholes 550 66 160 1.4 0.4 0.325 0.50 4200mm 380mmdiaholes 500 79 160 1.uk SECTION 10 4th Edition revised 15 Jan 08 .67 SBf 356x171x57kg 600x171x15x8 600 71 130 1.53 1200mm 356x171x57kg 600 71 160 1.60 1200mm 356x127x33kg 600 97 225 1.325 0.4 NB Short section SBk is included for information only.67 1200mm 356x171x51kg 600 73 225 1.325 0.4 1200mm 550x200x25x10 550x200x20x10 550 50 160 1.325 0.4 0.67 SBj 457x152x82kg 600x153x20x12 600 47 130 1.325 0.50 SBa 356x127x33kg 600x125x10x6 600 97 130 1.67 550 52 225 1. relating to asymmetrical beams and is not used in the web post calculations.62 SBh 550x200x20x10 550x200x20x10 550 50 130 1.53 SBg TT356x171x51kg N/A 600 68 130 1.4 0.63 1200mm BT406x178x67kg 600 68 160 1.67 SBi 356x171x67kg 550x173x15x10 550 52 130 1.325 0.4 NB Short section SBg is included for information only.67 SBc TT356x127x33kg N/A 600 84 130 1.4 0.325 0.4 1200mm 550x200x20x10 550x200x20x10 550 50 160 1. This may be replaced by a second SBf but with both web posts 100mm wide.325 0.4 0.5625 0.5625 0. if data is required for narrower web posts.Table 25 – Steel sections to be tested for 60 minute test programme Slender Cell Web/flan Beam Equiv Plate Depth Web post Parent Section ness Spacing Ratio Ref Girder (mm) P(mm) (d/t) S/d tw/tf LBa 500x160x12x6 500x160x12x6 500 79 130 1.67 SBe 356x171x51kg 600x125x12x8 600 73 130 1.325 0.325 0. Table 26 – Steel sections to be tested for 90 minute test programme Slender Cell Web/flan Beam Equiv Plate Depth Web post Parent Section ness Spacing Rati o Ref Girder (mm) P(mm) (d/t) S/d tw/tf LBb 550x180x12x8 550x180x12x8 550 66 130 1.5625 0.67 550 66 225 1.325 0.4 0. relating to asymmetrical beams and is not used in the web post calculations. This may be replaced by a second SBj but with both web posts 100mm wide.67 4200mm 400mmdiaholes 550 52 160 1. Table 27 – Steel sections to be tested for 120 minute test programme Slender Cell Web/flan Beam Equiv Plate Depth Web post Parent Section ness Spacing Ratio Ref Girder (mm) P(mm) (d/t) S/d tw/tf LBc 550x180x15x10 550x180x15x10 550 52 130 1.6 1200mm 457x152x82kg 600 47 160 1.63 1200mm BT457x152x82kg 600 56 160 1.5625 0.5625 0.asfp. relating to asymmetrical beams and is not used in the web post calculations.6 SBk TT356x171x67kg N/A 600 56 130 1.69 1200mm BT356x171x51kg 600 84 160 1. Association for Specialist Fire Protection 70 Fire protection for structural steel in buildings www. therefore there is currently no agreed European approach that deals with the fire protection of cellular beams. calculated using the nominal steel strength and the recommended values given in ENV 1993-1-1. TEST AND ASSESSMENT METHODS TO THE EUROPEAN STANDARD ENV 13381. NOTE 1 The fire testing and assessment of cellular beams is not within the scope of ENV 13381-4 and. The testing programme and assessment procedures are designed to utilise the critical temperature obtained from tests on fully loaded steel members. are being designed using fire engineering principles which provide for protection thicknesses which are related to the load-bearing capability of the steel member in situ. Consequently the appraisal of the fire resistance of protected steel is usually confined to this critical temperature.uk SECTION 7 4 Edition revised 17 Dec 2007 .2 General The standard is designed to cover a range of thicknesses of applied protection material. The loaded column sections are subjected to an axially applied load which represents 60% of the design buckling resistance according to ENV 1993-1-1. The European document is in two main parts: [a] the ‘Fire Test’ which specifies the tests required to provide information about the physical and thermal performance of the protection material and [b] the ‘Assessment’ which prescribes how the data from the fire test is analysed. Other shaped sections. buildings constructed using structural steel. It is well documented that the ability of structural steel components to support load varies with temperature. hollow sections. which will cover passive products such as boards and non-reactive spray coatings.g. There are three basic assessment protocols which initially refer to I-shaped or H-shaped sections.g. calculated using the nominal steel strength and the recommended values given in ENV 1993-1-1.org. The critical temperature may be different for columns and beams and therefore two design temperatures may be used in the assessment. For further information see Section 2 The European approach given in the ENV 13381-4 allows for a wider range of steel design temperatures. Therefore it may be helpful to consider briefly the basic philosophies of the two approaches before discussing in detail the requirements of the European standard. particularly complex ones.1 Introduction The European standard ENV 13381-4 adopts a slightly different approach to the assessment of fire protection to structural steelwork when compared to that currently used in the UK. e. an intumescent product. and prEN 13381-8 which is expected to deal with reactive coatings. The test programme specifies the test specimens appropriate to the assessment method and determines the ability of the fire protection specimen to remain coherent and fixed to the steelwork (‘stickability’) and provides data on the thermal characteristics of the material. to be used. a range of steel sizes. The evaluation consists of a test and a subsequent assessment protocol based on the data obtained from the tested sections.7. Also see Section 6 7. are dealt with by modifying the I or H section data or including additional test specimens. a range of design temperatures and a range of fire protection periods. The assessment procedure is used to establish: Association for Specialist Fire Protection 71 Fire protection for structural steel in buildings th www. Alternatively. The UK approach in earlier publications of this document considered the ability of the protection material to maintain the steel temperature below the temperature at which structural failure occurs under the maximum permissible design loading. The loaded beam sections are subjected to a total load which represents 60% of the design moment resistance according to ENV 1993-1-1. the possibility exists that Part 8 may become a sub-section of a revised ENV 13381-4 7. The test programme is carried out on loaded sections and unloaded short sections and may include a 2m tall column if the protective system is reactive e. Increasingly. consequently the individual components of the steel frame of a building can be designed such that they are able to support the applied load at temperatures other than that related to the maximum permissible loading. The test loading required by the standard is largely similar to that adopted for tests to BS 476-21.4 The current European fire test standard ENV 13381-4 is in the course of being revised and is expected to be reissued as two separate standards. consequently the thickness of applied fire protection may be varied in accordance with the load carried by the individual steel member. generally 350ºC to 700ºC. These are expected to be ENV 13381-4.asfp. The loaded beams have a heated length of not less than 4000mm . Also defined is an evaluation of reactive systems against a slow heating regime which may be required in some areas of Europe such as Germany. The methods associated with physical principles (thermal conductivity) and statistical analysis (multiple linear regression) generally require less specimens than the graphical approach. a lower number of test specimens will be needed to satisfy the criteria of acceptability of the standard. The standard defines criteria for acceptability which must be met for the assessment to be valid. the standard adopts the principle that passive materials /products are likely to be more predictable than reactive systems.asfp. ƒ The standard selection of short columns for the differential equation or the regression analysis methods (generally passive protection materials although they may be suitable for reactive systems if additional specimens are included) is based on a minimum of 10 specimens and that for the graphical method (generally thin film reactive systems) is 18 specimens. A number of methods of analysing the test data are defined since there is unlikely to be a single method which is suitable for all protection materials. (b) the thermal properties of the material derived from the testing of short steel columns. The assessment can be limited to 3 and 4 sided protection (beams and columns) or 4 sided protection (columns only) at the request of the test sponsor. Generally. The test protocol specifies the particular section size and thickness of material to be tested. ƒ The unloaded sections are 1000mm plus or minus 50mm in length.g. 7. Association for Specialist Fire Protection 72 Fire protection for structural steel in buildings th www. It also defines the limitations of the assessment and the permitted direct application of the results to variations in the tested system e.(a) a correction factor for the physical performance or ‘stickability’ of the material based on the temperature data derived from the testing of loaded and unloaded sections.3 Testing Protocol The selection of the number and steel section sizes (section factor A/V) of the test specimens is decided according to the assessment method.uk SECTION 7 4 Edition revised 17 Dec 2007 . This largely relates to whether the protection material /product is passive or reactive to the fire exposure. ƒ For a separate assessment for columns only (4 sided protection) the above tall column and loaded beams may be substituted by two tests on loaded columns (maximum and minimum thickness). ƒ A tall column (305mm x 305mm x 97kg/m) with maximum thickness is also required for reactive systems.org. they also contain web stiffening at supports and loading points.4 [for passive products] or to prEN 13381-8 [for reactive coatings] Equivalent Section Size Section Factor Section Factor Specimen Loading Thickness mm x mm x kg/m A/V Profiled A/V Boxed Beam loaded 406 x 178 x 67 155 115 min Beam unloaded 406 x 178 x 67 155 115 min Beam loaded 406 x 178 x 67 155 115 max Beam unloaded 406 x 178 x 67 155 115 max Column loaded or unloaded 305 x 305 x 97 145 100 max Typically the sections listed in Table 28 are to be tested in order to establish the physical properties of the material (stickability): The section sizes shown in Table 28 are the nearest UK equivalent of the sections listed in the European document. Consequently. The methods are listed as follows: (a) Differential equation based on thermal conductivity (variable and constant) (b) Multiple linear regression (c) Graphical The first analysis of the data is normally on the basis of either differential equation or numerical regression methods. different shaped sections. Table 28: Steel sections to be tested to ENV 13381. 7. ƒ In all cases the correction factors are calculated on the basis of steel temperature. ƒ For the analysis.uk SECTION 7 4 Edition revised 17 Dec 2007 . This data must be corrected for ‘stickability’ and for any difference in protection thickness between the loaded sections and their respective short section. t = thermal conductivity of protection material (W/m ºC) at time t (variable) dp = thickness of protection material (m) Ca = specific heat of steel (J/kg ºC) Cp = specific heat of protection material (J/kg ºC) ρa = density of steel (kg/m3) ρp = density of protection material (kg/m3) Association for Specialist Fire Protection 73 Fire protection for structural steel in buildings th www. the mean temperatures of the short steel columns are used. 7.asfp. t ). which also relates to the method of analysis adopted. NOTE that the correction factors are based on the characteristic temperature which is the sum of the mean temperature and the maximum temperature divided by 2. These rules take into account malfunction of thermocouples and could lead to the rejection of all the data obtained on a particular section.6 Validity of the Temperature Data The standard requires certain rules to be followed in order for the temperature data from the sections to be considered valid for the analysis. where appropriate.org. The temperature of the furnace is controlled using plate thermometers rather than the thermocouples specified by the British standard. However. t / dp Ap ⎤ Δθ = ⎢ × × 1 ( ) ×(θt − θa . ƒ The passive and reactive systems are treated slightly differently in respect of data correction.8. protection material thickness and distribution and. the density of the material. When loaded beams are tested with short columns. The protection material is described using its thermal conductivity. correction is also made against the tall column. 7. plate thermometers located in the vicinity of the short columns are used to control the furnace rather than those in the region of the loaded beam. The basic equation is: ⎡ λ p .Δθ ⎣ Caρa V 1+φ / 3 ⎦ Cpρ p Ap where φ = × dp × Caρa V Equation 4 Where ∆θ = incremental increase in steel temperature in time interval Δt (ºC) λp.2. specific heat and density and the moisture content is also taken into account. ƒ For reactive systems.3. 7. the standard requires a high number of thermocouples on each section which makes the complete rejection of data from a section unlikely.5 Properties of Test Component Materials The properties of the test specimens. A description of the plate thermometer is given in Section 1. 7. are required to be measured for each specimen.7 Correction of Temperature Data ƒ Only temperature data from the short columns is used for the basic analysis.1 Differential Equation The two methods using the differential equation are based on a one dimensional heat flow equation and assume the predominant heat flow is conduction through the protection material with the outer face assumed to be at the standard fire temperature. including steel section size. The measured properties are required to satisfy certain rules in order for the temperature data from the specimens to be acceptable for the analysis.8 Assessment Methods Assessment of the thermal performance of the protective materials for all methods uses the corrected data for the short columns.4 Test Conditions The furnace pressure and heating conditions are specified in EN 1363-1 and are similar to those given in BS 476-20.Δt ⎥ − e φ / 10 − 1 .ƒ Additional specimens may be needed to provide additional data points and the standard test packages may be varied if the thickness of the protection is provided in a number of discrete thicknesses 7. 7. steel temperature. 2. 7. The results are presented to give the thickness of protection material required to provide specified fire resistance periods to various section factors for various design temperatures. From the second series of graphs the variation in section factor against temperature for each thickness of material and for each specified period of fire resistance is plotted.asfp. i.8.uk SECTION 7 4 Edition revised 17 Dec 2007 .2 Numerical Regression Analysis The numerical regression analysis is a statistical approach which has time to reach a specified design temperature. The coefficients are used to predict the thickness of protection material required to provide specified fire resistance periods to various section factors for various design temperatures. If rules 2 and 3 are not satisfied the relevant point is omitted.org. section factor and protection thickness as variables. When these graphs are plotted a number of simple rules must be applied. 3. 7.e. A/V = section factor (m-1) θt = furnace temperature at time t (ºC) θa. The thermal conductivity is then adjusted until the criteria for acceptability given in the document are just satisfied.9 Criteria for Acceptability For the assessment to be valid. the regression coefficients are determined and modified if necessary to satisfy the criteria for acceptability. t = steel temperature at time t (ºC) ∆t = time interval (secs) θ∆t = increase in the furnace temperature during time interval Δt (ºC) The differential equation is solved to give thermal conductivity as a function of time. From each of these graphs and for each thickness of protection material a second series of graphs are plotted showing the variation in time to reach the design temperature as a function of section factor. These rules are summarised as follows: 1.3 Graphical Approach At each design temperature the corrected data from each short column is used to provide plots of time to reach the particular design temperature against protection thickness for constant section factors. The multiple linear regression is performed using the following equation: dp θ θ a7 t = a 0 + a 1d p + a 2 + a 3θ + a 3θ + a 5 d p + a6 + A/V A/V A/V A/V Equation 5 Where t = time to design steel temperature (mins) dp = thickness of protection material ( mm ) A/V = section factor (m-1) a -a = regression coefficients 0 7 θ = steel temperature (o C) Transposition of Equation 5 to determine protection thickness gives: a 6θ a7 t a0 a 3θ A/V A/V dp = a2 a 5θ a1 + a 4θ + + A/V A/V Equation 6 Using the corrected data from the short columns.8. The time to the design temperature must also increase as the thickness of material increases. The points on the graph are connected by straight lines. the following criteria for acceptability must be met : Association for Specialist Fire Protection 74 Fire protection for structural steel in buildings th www. The time to the design temperature must decrease as the section factor increases. curve fitting is not allowed. For profiled protection systems the required thickness for circular or rectangular hollow sections is based on the following modification to the equivalent thickness for I or H sections: (a) For A/V values up to 250 m-1 ⎛ A /V ⎞ mod ified thickness = d p ⎜1 + ⎟ ⎝ 1000 ⎠ Equation 7 where dp = thickness of protection based on I or H section data A/V = section factor for hollow section (b) For A/V values higher than 250 m-1 modified thickness = 1.Passive Protection Systems For boxed protection systems the thickness for circular or rectangular hollow sections is equal to that for the I or H section of the same boxed section factor.asfp.org.uk SECTION 7 4 Edition revised 17 Dec 2007 . ƒ The section factor interval may be varied as required. Table 29: Permitted extension of the tested variables Differential Equation Differential Equation Numerical Assessment Method Graphical (variable l) (fixed l) Regression Section Factor A/V -20% to +50% -20% to +50% -10% to +10% 0% Material Thickness -20% to +20% -5% to +5% -5% to +5% 0% Design Temperature -0% to +10% -0% to +7.(a) For each short column section the predicted time to reach each design temperature shall not exceed the time for the corrected temperature to reach the design temperature by more than 30%.12 Applicability of the Results of the Assessment to Other Section Shapes 7. (b) The mean value of all percentage differences in time shall be less than zero. ƒ The results may also be presented graphically. 7. (c) A maximum of 20% of individual values of all percentage differences in time shall be more than zero. material thickness and temperature are those determined by Table 26. 7.5% -0% to +5% 0% 7.11 Presentation of the Results An example of a method of presenting the results is given in Table 30: Table 30: Fire Resistance Classification R30 (30 minutes) Design Temp ºC 350 400 450 500 550 600 650 700 limit A/V Thickness of material required in mm 40 60 etc to limit ƒ The limits on section factor. Association for Specialist Fire Protection 75 Fire protection for structural steel in buildings th www.25dp where dp = thickness of protection based on I or H section data The maximum thickness assessed for I or H sections should not be exceeded.10 Direct Application of Results Permitted extension of the variables evaluated during the test is dependent upon the assessment method adopted and is given in Table 29.12.1 Structural Hollow Sections . Channels & T-Sections The standard does not give specific guidance on the protection to these types of sections but merely refers to obtaining advice from appropriate design codes such as those referred to in Section 1.uk SECTION 7 4 Edition revised 17 Dec 2007 . (c) A greater number of thermocouples are fixed to the sections.2 Structural Hollow Sections .Reactive Protection Systems In order to adapt the data derived from I or H sections to circular or rectangular hollow sections. because of the differences highlighted above. BS 476 test data is unlikely to be an acceptable basis for assessing to the requirements of ENV 13381-4. (d) The loading is applied to the top of the beam and not via the concrete slab. (f) The short sections which provide the data for the analysis are columns only. and different assessment methods. (h) The furnace temperature must be controlled using plate thermometers which were unlikely to be available at the time the existing test data was generated.asfp.7. The maximum value of any correction factor should not exceed 1. In the absence of a definitive European approach to assessing the required protection for these types of sections it is considered reasonable to adopt the assessment method referred to in Section 3. The test specimens are tall 2m circular or rectangular columns protected with both minimum and maximum material thickness. Therefore. The most critical are summarised as follows: (a) The upper flange of the loaded beam is insulated from the lightweight slab above by an insulating gasket compared with in situ cast high density concrete used for the BS test.org. These temperatures may not be available with existing data.4 The test protocol and the assessment methodology of ENV 13381-4 differs with respect to the testing procedure of BS 476-21 and the current UK assessment techniques in a number of important aspects. 7.13 Assessment of Existing BS 476 Test Data to ENV 13381. For circular sections the nominal size recommended is 76. it is necessary to provide additional test evidence to confirm the ‘stickability’ of sections which have no re-entrant detail.1mm diameter by 5mm wall thickness (A/V = 214 m-1) and for rectangular sections the nominal size recommended is 100mm by 100mm by 7.1 mm wall thickness (A/V = 147 m-1). 7. (b) The temperature of the upper flange is measured and used in the calculation of the characteristic temperature.3 Angles.12. Without identical unloaded reference beams it may not be possible to correct the data as required. Association for Specialist Fire Protection 76 Fire protection for structural steel in buildings th www. whereas existing data is likely to be a mixture of beams and columns that may not be as specified by the test protocol. (e) The loaded section contains web stiffeners. The maximum thickness assessed for I or H sections should not be exceeded unless substantiated by test. (g) The data must be corrected for ‘stickability’ and if appropriate for discrepancy in thickness. If this value is exceeded the correction of the I or H section data to suit hollow sections is deemed inappropriate and a new testing programme should be undertaken involving hollow sections.12. The temperature data obtained from the hollow sections is used to correct the data from the short I or H section columns in a similar manner to that referred to in the main body of this section of the document.5. therefore there is currently no agreed European approach that deals with the fire protection of these types of beams. fire resistance periods and critical steel temperatures are given in tabular form. are provided by the manufacturer for information and guidance only. The protection techniques referred to as Profile and Box are explained in Section 1 (Figs. no deviation can be made except for specific situations where some variation may be necessary.asfp. the fire testing and assessment of cellular beams is not within the scope of these standards. The particular method of calculating Section Factors for cellular beams is given in Section 6. In addition.8. The manufacturer’s installation instructions should be followed for on-site applications Values of A/V for various sections for three and four sided protection are tabulated in Section 1.org. 1. A/V and thickness. 5. contained in Data Sheet items 12 to 16. which also shows in Fig. Test data from BS476-21 or ENV 13381-4 (+ loaded column if vertical members are to be included). to be chosen for any steel section. which will cover passive products such as boards and non-reactive spray coatings. These are:- ƒ Tests and assessment based on the traditional UK procedure at steel temperatures of typically 550°C and/or 620°C. supplier or applicator as appropriate. provided the necessary tests have been programmed correctly. for any given fire resistance period. converting the calculated average thickness to a minimum on site. critical steel temperature and Section Factor (A/V). It is emphasized that the selection of the fire protection material should not be based on consideration of fire resistance alone. together with protection details. Thicknesses of fire protection required for different A/V values. The assessment methods can be used to derive thicknesses. the possibility exists that Part 8 may become a sub-section of a revised ENV 13381-4. 2. Also see text in Section 6. but should involve other important aspects such as interior or exterior application. The fire protection thicknesses embody safety factors which are incorporated within the EN assessment procedure or which. The data sheets enable the required thickness of fire protection. In respect of fire resistance.1. 3.1 Introduction The data sheets in Section 9 for the various Passive fire protection products (boards and sprays) describe their characteristics and summarise the recommended fixing systems. Products should comply with BS 8202 Guidance for the fire protection of building elements. FIRE PROTECTION PRODUCT/ SYSTEM DATA SHEETS AND THEIR APPLICATION 8. NOTE -The current European fire test standard ENV 13381-4 is in the course of being revised and is expected to be reissued as two separate standards. 6 how A/V values may be calculated for any protection configuration and sets out modified procedures which may be required in respect of castellated sections and bracings. or with ETAG 018 Fire protective products: Specific guidance for individual products may be obtained from the manufacturer. in the UK assessment procedure. Each fire protection system has been the subject of test and has been assessed by one of the methods described in Sections 3 and 4 or 5 or 6. Such variations must be validated by an independent authority. and prEN 13381-8 which is expected to deal with reactive coatings. are due to the need to round up the calculated thicknesses of board products to fit the available manufactured thickness and. ‘stickability’ and any limitations which must be imposed on the basis of the physical characteristics of the materials. Alternatively. etc. The assessments are based on the critical steel temperatures listed above. 4.2 Notes on the application of the data sheets In the following any reference made to “the manufacturer” is intended to imply manufacturer.uk SECTION 8 4 Edition revised 17 Dec 2007 .1. ƒ Assessment based on the traditional UK procedure but at a range of steel temperatures from 350°C to 700°C. if the A/V of a section coincides with the cut off between two board product thicknesses. However. Interpolation is permissible to determine thickness. for any specified critical steel temperature. in the case of spray products. or a ‘body’ as defined in Appendix A of Approved Document B to the Building Regulations 2000. 8. Ancillary data. the lesser Association for Specialist Fire Protection 77 Fire protection for structural steel in buildings th www. 1 and 2). ƒ Tests and assessment based on the ENV 13381-4 procedures.1 Structural fire protection using passive products/systems 8. or an appropriate testing laboratory. These are expected to be ENV 13381-4. impact and abrasion resistance. without recourse to individual assessment. 8. Where a steel primer is specified it should be compatible with the protection and advice should be obtained from the manufacturer of the protection material. 7.9mm. The use of expanded metal lath as a support medium does not obviate the need for this additional reinforcement. or (b) The thickness is not less than 75% of the specified thickness. If the calculated A/V of a section exceeds the maximum figure in the data sheets reference should be made to the manufacturer for an individual assessment by an appropriate authority as defined in (1). unless specific tests have been carried out. In the case of sprayed or trowelled protection to deep web or wide flange sections.asfp. thickness shall be used. except in those instances where the protection is bonded to the steel section.org. (See fig. the deficient area does not exceed 1m2 and no other deficient area occurs within 3m of this area. thicknesses given are minimum on site.uk SECTION 8 4 Edition revised 17 Dec 2007 . For the surface preparation of the steel with respect to fire performance. no preparation of the steel is required. 6. Association for Specialist Fire Protection 78 Fire protection for structural steel in buildings th www. The mesh should preferably be in the middle third of the thickness and be retained by welded pins and non-return washers at nominal 500mm centres. special consideration may have to be given to the need for reinforcement or modified/additional support if the sections on site do not allow for encapsulation or if there is no re-entrant detail. and special care should be taken to recognise this factor for site control purposes (see data sheets for information where appropriate). or board or spray applied to mesh. 25. 38 or 50mm x 0. For pre-formed casings. the deficient area does not exceed 0. In the case of sprayed/ trowelled protection. should be included where: Web depth between flanges exceeds 650mm or flange width exceeds 325mm except where applicable test data is available to show such reinforcement is unnecessary. The data sheets specify the dry thickness. “in-depth” reinforcement in the form of a corrosion protected wire mesh. It does not matter if the steel is primed eg for corrosion purposes. 9. reference should be made to the individual data sheets or the product manufacturer. For wet applied protection. the normal recommendation is for the steel to be de-greased and loose scale and rust removed. Where the thickness is found to be less than that specified it may still be acceptable provided that:- (a) The thickness is not less than 85% of the specified thickness. Where a direct bond to the steel is required. The thickness of protection to be applied to a section having a calculated A/V less than the minimum A/V given in the data sheets is the thickness required at that minimum value. 10. 14) Re-entrant detail Examples showing encapsulation Re-entrant detail No re-entrant detail Examples showing no re-entrant detail Figure 14: Protection Configurations 11. In using the data it is imperative that any “constraints for fire resistance” (item 11 in data sheets) are implemented. Some materials undergo dimensional changes after application. when the primer must be compatible with the adhesive used.2m2 and no other deficient area occurs within 1m of this area. it should be spaced from any steel surface to allow penetration of the lath by the fire protection material to form a mechanical key. tables and constraints should be interpreted and applied for some of the protection systems which may be encountered.) Example 1 A 406mm x 178mm x 60kg/m universal beam is to be protected on three sides using a spray applied profile protection to provide fire resistance of 120 minutes at a critical steel temperature of 620°C. Example 2 A universal beam section 762mm x 267mm x 173 kg/m is used as a column and it is required to be protected on four sides using a box encasement to provide fire resistance of 240 minutes at a critical steel temperature of 550°C.org.10mm (b) Maximum dry thickness for 60 minutes fire resistance -19mm (c) Maximum dry thickness for 120 minutes fire resistance . Product “U” was selected and part of the block diagram relating A/V to thickness of protection and fire resistance period at a critical steel temperature of 550°C.42mm (d) Maximum un-reinforced thickness for up to and including 240 minutes fire resistance . If.uk SECTION 8 4 Edition revised 17 Dec 2007 .12. Sprayed mineral materials should comply with BS 8202-1 “Code of practice for the selection and installation of sprayed mineral coatings”. (b) Consult the data sheet in Section 9 for the product selected to determine the thickness required. The A/V value from Table 3 in Section 1 is 95m-1. Association for Specialist Fire Protection 79 Fire protection for structural steel in buildings th www. 14. In this case the A/V value is 170m-1 (Table 3). This should be rounded up and 39mm would be the minimum on site thickness for the section factor of 170m-1. 8.70mm It will thus be seen that 38mm. (a) Determine the A/V value from tables in Section 1. item 11 in some data sheets. must also be considered. Product “X” was chosen and an extract from its data sheet for a critical steel temperature of 620°C follows as Table 31: Table 31: Extract from datasheet for product ‘X’ criticial steel temperature 620°C Section Thickness (mm) to provide fire resistance (minutes) factor A/V 30 60 90 120 180 240 150 10 12 25 36 57 79 170 10 13 26 38 60 83 190 10 13 27 40 63 87 210 10 14 28 41 65 90 This table indicates that the thickness required for a A/V of 170m-1 and fire resistance of 120 minutes would be 38mm. is acceptable for 120 minutes fire resistance. given in its data sheet. Constraints for fire resistance. A method for achieving this is to wire 6mm diameter steel rods to the lath prior to fitting. whilst that for a A/V of 190m-1 would be 40mm.asfp.1.5mm. Where expanded steel lathing is used to form a hollow encasement. The data sheet includes information on the limiting Section Factors (A/V) which can be protected with each system.3 Application of data sheets The following examples demonstrate how the data sheets. 13. They are: (a) Minimum dry thickness . then by linear interpolation the theoretical thickness for a A/V of 175m-1 is 38. un-reinforced. is presented below in Table 31 as an extract from the data sheet. (Any similarities between any of the examples and real products are unintentional. the section factor had been 175m-1. Manufacturers may utilise data based upon other failure temperatures where this is appropriate to the design of the structure and the data has been assessed by an appropriate independent body.org.5 of Section 1. The following extracts from the data sheet are therefore reproduced: 9.15.uk SECTION 8 4 Edition revised 17 Dec 2007 .4 Failure Temperatures For the purpose of consistency in earlier editions of this publication. all assessments of passive fire protection materials were assessed on the basis of a failure temperature of 550°C.21mm (g) For 240 minutes fire resistance in laminated panels.12mm (b) Maximum single layer thickness . this publication now includes assessments at a range of limiting /critical steel temperatures from 350°C to 700°C (usually in 50°C steps) based on either the traditional UK procedure or on the EN procedures. many structural design codes now include “fire resistant” design. 8. constraints (d) and (g) state that the thickest layer should be on the outside and not less than 18mm thick. to create 36mm of fire protection therefore requires two layers each 18mm thick. Association for Specialist Fire Protection 80 Fire protection for structural steel in buildings th www. as described in Section 1. Further. Thickness range Nominally 12.21mm (c) Maximum multi-layer thickness . 18 and 21mm in single layers but may be laminated to produce greater thicknesses.asfp.1. In this example. 550°C has generally been used for columns and other beams.2 the requirement is 36mm. the outer layer should not be less than 18mm. However. 10.1. Constraints for fire resistance (a) Minimum thickness . Fire resistance range: (a) 30 to 240 minutes (b) A/V: 17-260m-1 11. A failure temperature of 620°C could however be adopted for passive materials when applied to steel beams supporting a concrete slab provided test data was available to support this critical temperature. As such. the lesser protection thickness.18mm (f) Minimum thickness for 240 minutes . introducing the concept of a variable steel failure or limiting temperature. Table 32: Extract from table for “Product U” Fire resistance period (minutes) 550°C Product Section factor A/V (Hp/A) thickness 30 60 90 120 180 240 89 30mm 95 36mm 101 45mm 110 48mm 119 54mm From the table it will be seen that the A/V value coincides with the boundary between 45mm and 36mm. The data sheet must also be consulted to check that 36mm for 240 minutes fire resistance is within the limitations imposed by the constraints and to establish how 36mm can be obtained within the thicknesses available.63mm (d) No more than 3 laminates may be used to provide the thickness and the thickest laminate should be on the outside (e) Minimum thickness for 180 minutes . The board thickness information indicates that a laminated system is required and constraint (d) requires that not more than three laminates may be used. Hence in accordance with Note 5 in 5. Intumescent coatings were generally assessed on the basis of 620°C for beams with concrete slabs over. 6. and special care should be taken to recognise this factor for site control purposes (see data sheets for information where appropriate). but should involve other important aspects such as interior or exterior application. 1 and 2). Alternatively. c) Tests and assessment based on the prEN 13381-8 procedures [also see NOTE below] The assessments are based on the limiting / critical steel temperatures listed above. In using the data it is imperative that any “constraints for fire resistance” noted in data sheets are implemented. 8. without recourse to individual assessment. therefore there is currently no agreed European approach that deals with the fire protection of these types of beams. 8. Products should comply with BS 8202 Guidance for the fire protection of building elements or with ETAG 018 Fire protective. b) Assessment based on the traditional UK procedure but at a range of steel temperatures from 350°C to 700°C. Association for Specialist Fire Protection 81 Fire protection for structural steel in buildings th www. Specific guidance for individual products may be obtained from the manufacturer. 6) how A/V values may be calculated for any protection configuration. Thicknesses of fire protection required for different A/V values. Test data from BS 476-21 or prEN 13381-8 plus a loaded column if vertical members are to be included.2. 3.asfp. Values of A/V for various sections for three and four sided protection are tabulated in Section 1 which also shows (Fig.2 Notes on the application of the data sheets In the following any reference made to “the manufacturer” is intended to imply manufacturer. 1.The current European fire test standard ENV 13381-4 is in the course of being revised and is expected to be reissued as two separate standards. Also see text in Section 6. 2. contained in Data sheet items 1 to 16. fire resistance periods and critical steel temperatures are given in tabular form. which will cover passive products such as boards and non-reactive spray coatings. In addition. Some materials undergo dimensional changes after application. 4. the fire testing and assessment of cellular beams is not within the scope of these standards. The protection techniques referred to as Profile and Box. are explained in Section 1 (Figs. 7. and prEN 13381-8 which is expected to will deal with reactive coatings.uk SECTION 8 4 Edition revised 17 Dec 2007 . 5. are provided by the manufacturer for information and guidance only. ‘stickability’ and any limitations which must be imposed on the basis of the physical characteristics of the materials.1 Introduction The data sheets for the various reactive coatings describe their characteristics and application techniques to enable the correct thickness of coating for any given fire resistance period to be chosen for any steel section. If the calculated A/V of a section exceeds the maximum figure in the data sheets reference should be made to the manufacturer for an individual assessment by an appropriate authority as defined in (1) which will take into account all aspects of the project. NOTE .2 Structural fire protection using reactive coatings 8. These are expected to be ENV 13381-4.org. given its A/V and critical steel temperature. Each product has been the subject of test and has been assessed by one of the methods described in Sections 3 and 5 These are: a) Tests and assessment based on the traditional UK procedure at steel temperatures of typically 550°C and/or 620°C. as defined in Appendix A of Approved Document B to the Building Regulations 2000. A/V and thickness (together with protection details) no deviation can be made except for specific situations where some variation may be necessary. Preparation of steel is given against each product. impact and abrasion resistance. The thickness of protection to be applied to a section having a calculated A/V less than the minimum A/V given in the data sheets is the thickness required at that minimum value.2. The data sheets specify the dry film thickness. It is pointed out that the selection of the fire protection material should not be based on consideration of fire resistance alone. provided the necessary tests have been programmed correctly. Such variations must be evaluated by an independent authority or an appropriate testing laboratory or consultant. the possibility exists that Part 8 may become a sub-section of a revised ENV 13381-4. In respect of fire resistance. supplier or applicator as appropriate. Interpolation is permissible to determine thickness. Ancillary data.8. The assessment method can be used to derive thicknesses for any specified critical temperature. Example 2 A circular hollow section column of external diameter 219. tables and constraints should be interpreted and applied for some of the protection systems which may be encountered.2. The data sheet includes information on the limiting section factors (A/V) which can be protected with each system.9. 1.1mm and wall thickness 10mm is to be used as a compression member and to be profile protected using a reactive coating at a critical steel temperature of 550°C.200m-1 use 4.uk SECTION 8 4 Edition revised 17 Dec 2007 . 1. Consult the data sheet in Section 9 for the product selected to determine the dry film thickness required for this A/V value along with other constraints on usage and the manufacturer’s claims regarding durability.3mm dry film thickness to provide 30 minutes fire resistance for flexural members. Determine the A/V value from tables in Section 1. 2. Product “S” was chosen and the following figures were extracted from the data sheet at a critical steel temperature of 550°C as shown: 60 minutes Compression CHS For A/V up to 140m-1 use 2. 2. Consult the data sheet in Section 9 for the product selected to determine the dry film thickness for this A/V value along with other constraints on usage and the manufacturer’s claims regarding durability.5mm The table indicates that a minimum dry film thickness of 2. Association for Specialist Fire Protection 82 Fire protection for structural steel in buildings th www. The data indicates that the dry film thickness required for an A/V of 170m-1 and fire resistance of 30 minutes would be 1. For A/V up to and including 285m-1 use 2.5mm is required for a compression member with an A/V value of 105m-1. In this case the A/V value is 105m-1.asfp. Before the intumescent coating is applied the steel should be shot blasted and primed.8mm dry film thickness to provide 30 minutes fire resistance for flexural members. 8.org. and on the durability of the coating if the column is in an external location. Product “M” was chosen and an extract from its data sheet for a critical steel temperature of 620°C follows: For A/V up to and including 191m-1 use 1. Reference should be made to the manufacturer for advice on suitable primers.8mm. in this case the A/V value is 170m-1 (Table 3). Determine the A/V value from Table 12 in Section 1.5mm For A/V 141 . Any similarities between any of the examples and real products are unintentional Example 1 A 406 x 178mm x 60kg/m universal beam is to be protected on three sides using an intumescent coating to provide fire resistance of 30 minutes at a critical steel temperature of 620°C.3 Application of data sheets The following examples demonstrate how the data sheets. excluding ventilation services ENV 13381-2:2002 Test methods for determining the contribution to the fire resistance of structural members: Part 2: Vertical protective membranes Association for Specialist Fire Protection 83 Fire protection for structural steel in buildings th www. BIBLIOGRAPHY & REFERENCES ASSOCIATION FOR SPECIALIST FIRE PROTECTION www.[a] existing paint layers [b] zinc rich primers ASFP TGN 007:2001 On site guidance note for the specifiction and use of site applied intumescent coating systems ASFP ‘Yellow Book’ Fire protection for structural steel in buildings: 4th Edition: 2007: ISBN 1 870409 22 1 BODYCOTE WARRINGTONFIRE www.asfp. Section 3.uk ASFP TGN 002-1:1994 Spray coatings for the fire protection of structural steel: Part 1 – Technical guidance note for the mechnaical retention of sprayed mineral coatings based upon the requirements of BS 8202- 1:1993 ASFP TGN 003-1: 1996 On site measurement of intumescent coatings: Part 1: Technical guidance note for measurement of dry film thicknesses for intumescent coatings ASFP TGN 006: 1998 Structural steel fire protection using intumescent coting systems in conjunction with . Code of Practice for fire resistant design BS 8202 Coatings for fire protection of building elements BS 8202-1:1995 Code of practice for the selection and installation of sprayed mineral coatings BS 8202-2:1992 Code of practice for the use of intumescent coating systems to metallic substrates for providing fire resistance DD 9999: 2005 Code of practice for fire safety in the design.1 Code of Practice for design in simple and continuous composite beams BS 5950-8: 2003 Structural use of steelworkin buildings – Part 8. Part 1-2: General rules – Structural fire design BS EN 13501-2: 2003 Fire classification of construction products and building elements: Classification using data from fire resistance tests. Part 2: Actions on structures exposed to fire BS EN 1993 -1-1 Eurocode 3: Design of steel structurs Part 1.Part 1: General requirements BS EN 1363-2:1999 Fire resistance tests .org. Part 1-2:General rules – Structural fire design BS EN 1994-1-2:2005 Eurocode 4 – Design of composite steel and concrete structures.com BS 449-2: 1996 Structural steel in buildings: 1996 Metric units BS 476: Fire tests on building materials and structures BS 476-4: 1970 [1984] Non combustibility tests for materials BS 476-20: 1987 Method for determination of the fire resistnce of load bearing elements of construction [general principles] BS 476-21: 1987 Method for determination of the fire resistance of load bearing elements of construction BS 476-22: 1987 Method for determination of the fire resistance of non load-bearing elements of construction BS 476-23: 1987 Methods for determination of the fire resistance of the contribution of components to the fire resistance of a structure BS 5950 The stuctural use of steelwork in buildings BS 5950-1: 1990 Code of Practice for design in simple and continuous construction BS 5950-3 Design in composite construction. construction and use of buildings BSI/ EUROPEAN STANDARDS BS EN 1363-1:1999 Fire resistance tests .1 General rules and rules for buildings BS EN 1993-1-2:2005 Eurocode 3: Design of steel structures.com BRITISH STANDARDS INSTITUTION www.Part2: Alternative and additional procedures ENV 1363-3: 1998 Fire resistance tests -Part 3: Verification of furnace performance BS EN 1365-3:2000 Fire resistance tests for load-bearing elements: Part 3: Beams BS EN 1365-4:1999 Fire resistance tests for load-bearing elements: Part 4: Columns BS EN 1991-1 Eurocode 1: Basis of design and actions on structures.9.org.bsi-global.asfp. Part 1: Basis of design BS EN 1991-2 Eurocode 1: Basis of design nd action on structures.bodycote.uk SECTION 10 4 Edition revised 17 Dec 2007 . europa.gov.gov.A.bre.org.uk BRE Report [BR 128] Guidelines for the construction of fire resisting structural elements: 1998: MORRIS W. Volumes 1 and 2 The Building Regulations 2000 [SI 2000/2531] for England and Wales The Regulatory Reform [Fire Safety] Order 2005: ISBN 0 11072 945 5 DEPARTMENT FOR EDUCATION AND SKILLS www.uk/buildingregulations The Building Regulations [Northern Ireland] 2000 DFP Technical Booklet E – Fire safety 2005 Association for Specialist Fire Protection 84 Fire protection for structural steel in buildings th www. READ R.uk HTM 05-02 Guidance in support of functional provisions for healthcare premises EUROPEAN COMMISSION www.uk The LPC design guide for the fire protection of buildings 2000 Essential principles FOOTBALL LICENSING AUTHORITY www.flaweb.ENV 13381-3:2002 Test methods for determining the contribution to the fire resistance of structural members: Part 3: ApplIed protection to concrete members ENV 13381 -4: 2002 Test methods for determining the contribution to the fire resistance of structural members: Part 4: Applied protection to steel members PrEN 13381-8 Test methods for determining the contribution to the fire resistance of structural members: Part 8: Applied reactive protection to steel members PrEN 13381-4 Test methods for determining the contribution to the fire resistance of structural members: Part 4: Applied passive protection to steel members ETAG 018-1 Fire protective products: Part 1: General ETAG 018-2 Fire protective products: Part 2: Reactive coatings for fire protection of steel elements ETAG 018-3: 2006 Fire protective products: Part 3: Renderings and rendering kits intended for fire resisting applications ETAG 018-4: 2003 Fire protective products: Part 4: Fire protective board.iso.hse. slab and mat products and kits BUILDING RESEARCH ESTABLISHMENT Ltd [BRE] www.thefpa.ec.uk Approved Document B: 2006 – Fire safety.gov.org.co.asfp.uk The Workplace [Health Safety and Welfare Regulations 1992 Construction [Design and Management] Regulations 2007 : Managing health and safety in construction INTERNATIONAL STANDARDS ORGANISATION www.M.dfes.uk www.gov.uk Building Bulletin [BB] 100 DEPARTMENT OF HEALTH www.dfpni.gov.co.org ISO / IEC 17025: 2005 General requirements for the competence of testing and claibration laboratories ISO 9000: 2005 Quality management systems – Fundamentals and vocabulary NORTHERN IRELAND www2.communities.planningportal.uk/home.gov.E. ISBN 0 85125 293 1 DEPARTMENT FOR COMMUNITIES AND LOCAL GOVERNMENT www.php Concourses: ISBN 0 95462 932 9 HEALTH AND SAFETY COMMISSION www.eu Construction Products Directive: CPD 89/106/EC Commission Decision 2000/553/EC of 6th September 2000 implementing Council Directive 89/106/EC Commision Decision [European tests] 2000/367/EC of 3rd May 2000 implementing Council Directive 89/106/EC The European CE Marking Directive [93/68/EC] Construction Products Regulations 1991 [SI 1991 No 1620] Construction Products [Amendment] Regulations 1994 [SI 1994 No 3051] FIRE PROTECTION ASSOCIATION www.H and COOKE G.dh.uk SECTION 10 4 Edition revised 17 Dec 2007 .E. uk Ensuring best practice for pasive fire protection in buildings.pfpf.org.com/firelaw The Building Scotland Regulations 2004 Technical Handbook [Fire] 2005 for domestic and non-domestic buildings THE FIRE TEST STUDY GROUP [UK] [FTSG] www.ukas.M SCI P109: 2nd Edition The fire resistance of composite floors with steel decking [2nd Edition] – Newman GM SCI RT 1085v04: 2007 Guidance on the use of intumescent coatings for the fire protection of beams with web openings SCOTLAND www.PASSIVE FIRE PROTECTION ASSOCIATION www.warringtonfire.com The United Kingdom Accreditation Service Association for Specialist Fire Protection 85 Fire protection for structural steel in buildings th www.org.steel-sci.infoscotland.asfp.org SCI 288 Fire safe design: A new approach to multistorey steel framed buildings [ 2nd Edition] ISBN 1 85942 169 5 SCI P313 Single storey steel framed buildings in fire boundary conditions ISBN 85942 135 0 SCI P109: 1991 The fire resistance of composite beams –Lawson R. ASFP ISBN 1 870409 19 1 STEEL CONSTRUCTION INSTITUTE [SCI] www.net UKAS www.uk SECTION 10 4 Edition revised 17 Dec 2007 .M and Newman G. ............... International Paint Ltd Interchar 963.................................................................................................................... Grace Construction Products Monokote Z146 ....... Firetherm Firesteel 47-4 EXT ............................................................................................ British Gypsum Ltd Cafco Board ........................ Leighs Paints Firetex FX5000 ........................................................... Cafco International Cafco Mandolite CP2 ............................................. Leighs Paints Firetex FX5002 ......................................................................................................................................................................................................................................... 157 Firesteel 47-4 ..................................................................... Knauf Insulation Intutec ....................................... Promat UK Ltd CASINGS / BLANKETS ........................................................................... Protega Coatings Ltd Scotchkote Pyrotech SPX....................................................... PPG Industries Steelguard FM560 .......................................................................................... Grace Construction Products Steelguard CM4703 ......... Cafco International Monokote MK6................................. Sika Korrosionsschutz GmbH Sprayfilm WB3 .................................... Firetherm Firetex FX1000 / FX2000................... PPG Industries Steelguard FM585 ................................................................................................................................................................................................................................ Promat UK td SPRAYED NON REACTIVE COATINGS ................. PPG Industries Steelguard CM4704 ................................................................................ Rockwool Ltd FirePro Beamclad Systems ....................... Grace Construction Products Monokote Z106 ........................................................................... Cafco International Cafco Mandolite TG ........... Leighs Paints Firetex FX3000 / FX4000.................................................................................................................................................... Cafco International Cafco Blazeshield II ........................................................................................................................................... 125 Firemaster 607 Blanket................................... Knauf Insulation Supalux.................. Cafco International Steelguard FM549 ............................... Promat UK Ltd Promatect 250................................................................................................ Sika Korrosionsschutz GmbH Sika Unitherm 38091 .. PPG Industries Association for Specialist Fire Protection 86 Fire protection for structural steel in buildings th www.................................................................. International Paint Ltd Interchar 973............ International Paint Ltd Nullifire System S605................asfp.....uk SECTION 10 4 Edition revised 28 Apr 08 ............................... 133 Cafco 300 .................... PPG Industries Steelguard FM580 .................................. PPG Industries SPRAYED REACTIVE INTUMESCENT COATINGS . 3M E Wood Ltd Sika Unitherm Safir ................................ PPG Industries Steelguard 551...................................... PPG Industries Steelguard FM550 ............................................ Nullifire Ltd Nullifire System S707-60 ......................................................... Thermal Ceramics Ltd CIRCULAR PRE-FORMED PRODUCTS ...................................... Firetherm Firesteel Classic 120................................................................................................................ Cafco International Cafco Mandolite HS3 .......................... Nullifire Ltd Nullifire System S707-120 ...... Firetherm Promalit................................. 87 British Gypsum Gyplyner Encase .......................................................... British Gypsum Ltd Knauf Fireboard ............................................................................................................ Promat Ltd Rocksilk FireTech Slab ................................................................................................................................. Leighs Paints Firetex M95 ...................................................................................org.................................................10........................................................................... Rockwool Ltd Vicutube............................................. 128 FirePro Fire Tube.................................................................................. Leighs Paints Interchar 212..... Cafco International ColumnClad ..... 3M E Wood Ltd Scotchkote Pyrotech SPX 90 ........................ Rockwool Ltd Glasroc Firecase S .... Promat UK Ltd Vermiculux ......... Nullifire Ltd Nullifire System S606............................. LIST OF PRODUCT DATA SHEETS BOARDS... PPG Industries Steelguard 561.......................................................... Nullifire Ltd Nullifire System S706........................ Leighs Paints Firetex FX7000 / FX8000.................................................. PPG Industries Steelguard FM2570 ......... Nullifire Ltd ProtegaFire S168............................................................... asfp. Vol 1: Sections 1-8 & 10 and Vol 2: BP Section 9 Product Data Sheets 19/07/07 10:1 CAFCO BOARD: BP Top table add ‘Critical temperature 550C’ / Bottom table – change heading to ‘Columns’ and add ‘critical temperature 550C’ 19/07/07 10:1 FIREPRO BEAMCLAD: BP Remove extraneous figures from Beams (4-sided) Glued 20/11/07 10:1 PROMAT 250 BP Amendment to description and tables to include 30mm thickness 20/11/07 ALL Sections renumbered sequentially.org. 2.uk LIST OF PRODUCTS 4 Edition revised 20 Nov 2007 .SECTION 10:1 BOARDS List of product data sheets BRITISH GYPSUM GYPLYNER TM ENCASE CAFCO BOARD COLUMNCLAD FIREPRO BEAMCLAD SYSTEMS GLASROC FIRECASE S KNAUF FIREBOARD INTUTEC PROMALIT PROMATECT® 250 ROCKSILK FIRETECH SLAB AND ROCKSILK DRY FIX NOGGIN SLAB SUPALUX® VERMICULUX® Amendments to Vol 2: Section 10:1 Product Data Sheets – Boards DATE SECTION AMENDMENT SUMMARY SOURCE 27/06/07 10 List of Products amended BP 13/07/07 ALL Book divided into two volumes. 9 is now Bibliography and 10 the BP Product Data Sheets 20/11/07 10 Product Sections renumbered and called Vol 2 Parts 1. 3 and 4 BP Note 1: Amendments may only be inserted by ASFP Secretariat with approval of the ASFP Technical Officer. Association for Specialist Fire Protection 87 Fire protection for structural steel in buildings th www. Durability Resistant to vermin and mould growth. Protection technique Box 5. Product description Gyproc FireLine Board . Additional mechanical fixing On beams the steel support angles are shot fired on to the beam flange or concrete floor soffit 8. Up to three layers of board may be used. Fire resistance range Up to 2 hours Hp/A 17 – 260m-1 for compression members Hp/A 17 – 230m-1 for flexural members 11. Other applications Internal lining of buildings (c) Fire protecting ceilings Fire resisting partition and wall construction (d) Cavity barriers Association for Specialist Fire Protection 88 Fire protection for structural steel in buildings th www.5mm 12. On site use For internal applications only 14.british-gypsum. Loughborough. Availability Main stockists and builders merchants 4. 6.com 3. Nominal density 900kg/m2 9. Constraints for fire resistance Minimum thickness – 12.5mm and 15mm 10. Application technique The boards are secured to a galvanised steel framework using Gyproc Drywall Screws. all surface joints are filled. The framework comprises Gypframe GypLyner GL1 Lining Channels.uk BOARDS 4 Edition revised 20 Nov 2007 .BRITISH GYPSUM GYPLYNER TM ENCASE 1. Appearance Pink paper liner suitable to receive most forms of decoration 13. Leicestershire LE12 6JT T: 08705 456 123 F: 08705 456 356 W: www.5mm Maximum thickness – 42. minor impact and abrasion 15. attached to the steel section using Gypframe GypLyner GL10 Steel Framing Clips at 800mm centres. Manufacturer British Gypsum Limited East Leake.Gypsum plasterboard containing glass fibre and other additives in the core 2.asfp. Steel preparation requirements None 7. Thickness Range 12.org. Performance in other BS fire tests BS476-7 – Class 1. BS476-6 – Fire propagation – indices of performance I not exceeding 12 and a sub- index i1 not exceeding 6. 16. reinforced and finished using Gyproc jointing compounds and tapes. 5mm 110 15 + 15mm 190 12.5 + 12.asfp.org.5 + 12.5mm BS 476: Part 20: 1987 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 89 Fire protection for structural steel in buildings th www.5mm 260 15 + 15 + 12.5mm 260 15 + 12.BRITISH GYPSUM GYPLYNER TM ENCASE Fire resistance period (minutes) 550 degrees C Product thickness Section factor Hp/A (m-1) 30 60 90 120 260 165 12.5 + 12.5 + 12.uk BOARDS 4 Edition revised 20 Nov 2007 .5mm 195 15mm 260 200 12.5mm 225 15 + 12. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www. Product description Resin bonded rock fibre semi-rigid insulation board 2. Availability Contact manufacturer for information and names and address of applicators 4. Web and flange boards impaled on Cafclips and secured with non return washers. Manufacturer CAFCO INTERNATIONAL Bluebell Close. Blue we band flange butt joints. Board butt joints glued. Screw or glue web board overlap to flange board. Web and flange boards overlap connected with spiral screws at 250mm centres. Alfreton. Performance in other BS fire tests Non-combustible in accordance with BS476-7 so complies with Class 0 and is a material of limited combustibility as defined in the Building Regulations 1991. 6. Flange board glued or screwed to web board overlap. use T shaped or solid noggings 8. Protection technique Box 5. Constraints for fire resistance Minimum thickness – 20 mm Maximum thickness per single layer – 110mm 12. Resistant to vermin 15. Secure boards over pins with on return washers. Clover Nook Industrial Park.cafcointl. Fire resistance range a) Up to 4 hours b) Hp/A 20 – 260m-1 11.CAFCO BOARD 1. Durability Moisture resistant. Pin fix: Stud weld pins at 750mm centres. Steel preparation requirements Remove oil.asfp.com 3. Nominal density 2 155 kg/m 9. 16. Application technique Cafclip® method: Locate Cafclips at 750mm centres. Nogging method: Noggings made of cover board thickness (min 30mm) 100mm wide located at 1. Web and flange board butt joints can be secured with or without Quickset adhesive. Additional mechanical fixing For steel over 500mm deep. grease. Web cover board glued or screwed to noggings. loose or foreign matter at contact point with adhesive or pins 7.2m centres are glued to steel. On site use For internal and protected external applications 14.uk BOARDS 4 Edition revised 20 Nov 2007 . Thickness Range 20 – 110 mm 10. Other applications a) Condensation control b) Sound insulation c) Thermal insulation d) Marine fire protection e) Ductwork Association for Specialist Fire Protection 90 Fire protection for structural steel in buildings th www.org. Appearance Two finishes are available: a) Plain – light green textured one side with white glass skim b) Foil faced – bright aluminium skin 13. asfp.uk BOARDS 4 Edition revised 20 Nov 2007 .CAFCO BOARD BEAMS Critical Temperature 550ºC Fire resistance period (minutes) Cafclip glueless fixing Cafclip partial adhesive Stud welded pins and adhesive fixing system or Stud welded Product fixing system or Noggings system or Noggings and adhesive fixing pins and screw fixing thickness and screw fixing system system system 30 60 90 120 30 60 90 120 30 60 90 120 180 240 260 260 133 73 260 182 74 46 260 260 133 74 39 20mm Section factor A/V (Hp/A) 176 95 245 95 59 173 95 50 34 25mm 223 117 260 117 72 223 117 60 41 30mm 260 141 141 86 260 141 72 48 35mm 167 167 101 167 83 55 40mm 194 194 114 194 95 63 45mm 223 222 130 222 107 71 50mm 260 260 162 260 133 87 60mm 197 161 103 70mm 235 190 121 80mm 260 222 139 90mm 257 158 100mm 179 110mm COLUMNS Critical Temperature 550ºC Stud welded pins and adhesive fixing system or Noggings and adhesive fixing system Fire resistance period (minutes) Product 30 60 90 120 180 240 thickness 260 185 74 46 20mm 250 96 59 25mm 260 119 73 41 30mm Section factor Hp/A(m-1) 143 86 48 35mm 169 101 56 38 40mm 196 116 63 43 45mm 226 131 71 49 50mm 260 164 87 59 60mm 200 104 70 70mm 239 122 82 80mm 260 141 94 90mm 160 106 100mm 181 118 110mm The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 91 Fire protection for structural steel in buildings th www.org. 12. Performance in other BS tests BS 476:Part 4 – Non combustible (Reaction to Fire) BS EN 13501-1 – Euroclass A1 (Reaction to Fire) BS EN ISO 9002 – Quality assured 14 Specification of system Typical specifications available from data sheet – refer to supplier Association for Specialist Fire Protection 92 Fire protection for structural steel in buildings th www. 20mm severe duty. Appearance Flat. Impact resistant to BS 5234/2 – 15mm severe duty. Screw fix facing boards to metal angles at 300mm centres. If subjected to moisture during installation. Application technique 4-sided column encasement – 100mm wide ColumnClad noggins wedged between flanges. Insert noggins between flanges at 900mm maximum centres and behind board joints. the boards will regain their strength and fire resistance when allowed to dry naturally. white mineral tissue surface which can be decorated directly. Protection technique Box 5.uk BOARDS 4 Edition revised 20 Nov 2007 . reinforced with glass fibre and vermiculite. Bridgend CF35 6NY T: 01656 862621 F: 01656 862302 W: www. apply 20mm layer first. Double layer encasement – Where 15mm and 20mm boards are required. Product description Gypsum based type 5F.rockwool. Maximum density 900kg/m³ 8. On site use For internal use only. 2. or by applying a plaster skim coat prior to decoration.asfp. Supplier Rockwool Ltd Pencoed.org.co.Hp/A up to 260 Beams (critical temperatures 550°C & 620°C) . 6. Thickness available 15 and 20mm 9. 4. Availability National network of Rockwool distributors – contact Supplier for list.Hp/A up to 218 10.COLUMNCLAD 1. behind board joints (at 1. Durability Resistant to vermin. Recommended to be fixed by specialist fire protection contractors. Facing boards fixed to noggins and each other using 50mm staples at 150mm centres. 13. with a non-combustible mineral tissue surface.uk 3. Steel preparation None required 7.8m maximum centres) and at head and base of column. prior to the building envelope being sealed. 3-sided beam encasement – secure 25mm x 25mm steel angles to top flanges of beam. 11. Facing boards fixed to noggins and each other using 50mm staples at 150mm centres. mould growth and moisture tolerant. Fire resistance range a) 1½ hours – Hp/A up to 260 b) 2 hours – Columns (critical temperature 550°C) . moisture resistant rigid board. Continuous 25x25mm lightweight metal angle.asfp. D: . COLUMNCLAD BEAMS 3 sided protection 3 & 4 sided protection and other In contact with.Columnclad encasement board.100mm wide (15 or 20mm thick) Columnclad noggings friction fitted into web at max. Stagger position of noggins on opposite webs. 148 .org. Ensure that adjacent board joints are staggered by at least 300mm. 150mm centres F – 100mm wide Columnclad noggins located at 900mm centres and behind soffit board joints. 150mm centres Beams – 3 sided Box COLUMNS Product thickness 3 & 4 sided protection and other configurations Critical temperature: 550°C Fire resistance period (minutes) 30 60 90 120 Section factor 260 260 113 63 15mm Hp/A (m-1) 198 96 20mm 260 206 30mm 260 35mm Tested and assessed to BS 476:Part 21 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 93 Fire protection for structural steel in buildings th www. and fixed to. G – Board to board fixings using 50mm chisel edged stables at max. 15mm Section factor Hp/A (m-1) 159 . concrete floor configurations Product decks thickness Critical temperature: 620°C Critical temperature: 550°C Fire resistance period (minutes) 30 60 90 120 30 60 90 120 260 260 . 900mm centres and behind vertical board joints. E – Columnclad encasement stable fixed to web noggins at max. .Encasement board fixed to metal angle at 300mm max. .uk BOARDS 4 Edition revised 20 Nov 2007 . centres using grabber self-tapping screws C . shot fired or spot welded to top flange of beam B . 20mm 260 165 260 157 30mm 218 218 35mm Tested and assessed to BS 476:Part 21 A . 260 260 . c) Stud welded pins & glued joints: Stud welded pins to flange tips at 600mm maximum centres to top flange/900mm to bottom flange. Mid GlamorganCF35 6NY T: 01656 862621 E: info@rockwool. Application techniques a) Clip fixing and/or stud welded pins.Beamclad (Foil Faced) 13. Constraints for fire resistance (a) Dry joint systems up to 2 hours fire resistance (b) 110mm maximum overall thickness – ply two boards to achieve 12. Additional protection may be necessary to provide increased resistance to impact and abrasion. Protection technique Box or profile 5.uk 3. Steel preparation requirements Steel must be degreased and rust or loose scale removed where adhesive is to be applied. Spiral screw fixings applied between web boards and flange soffit boards at 150mm maximum centres.asfp. On site use For internal and weather protected external surfaces 14. Reaction to Fire performance All product versions –Non-combustible and Class 0. Up to.rockwool. spiral screws with dry joints: Friction fitted clips or stud welded pins at 600mm maximum centres to top flange / 900mm to bottom flange. Product description Resin bonded rock fibre rigid insulation 2. 4. resistant to vermin and mould growth.FIREPRO BEAMCLAD SYSTEMS 1.uk BOARDS 4 Edition revised 20 Nov 2007 . Nominal density 165 – 180kg/m³ 9.uk F: 01656 862302 W: www. Facing boards retained with spiral screw fixings at 100mm maximum centres. with a maximum width of 419mm. 7.Beamclad (Tissue Faced) (c) Reinforced aluminium foil faced . Durability Water repellent. All board-to-board joints filled with Firepro glue and secured with nails at 400mm maximum centres. Manufacture Rockwool Ltd. 15. Thickness range 25 – 100mm 10. Appearance Three finishes available (a) Plain green/brown textured surface – Beamclad (Plain) (b) Black or White glass tissue faced . Fire resistance range (a) Time . and boards retained with non-returnable spring washers. Joints between web boards and flange soffit boards sealed with spiral screw fixings at 200mm maximum centres. Additional mechanical fixing For all sections deeper than 500mm. Availability Main insulation stockists – contact Manufacturer for list. and including 500mm web depths. Fixing by recognised fire protection contractors. and up to1000mm. T-shaped or full depth (flange tip to web) noggins of Beamclad must be used.org.up to 4 hours -1 (b) Hp/A – up to 260 m 11. and board retained with non-returnable spring washers. 6. The choice of surface facings provides the opportunity to match other service finishes in the plenum area. Facing boards to noggins with Firepro glue and nailed at 150mm maximum centres. as defined in UK and Ireland Building Regulations Association for Specialist Fire Protection 94 Fire protection for structural steel in buildings th www. d) Glued noggins and glued joints: Noggins applied as in (b) above. noggins of 120mm width and the same thickness as the facing board are acceptable. 8.co.co. All board-to-board joints filled with Firepro glue and secured with nails at 400mm maximum centres. b) Glued noggins with dry joints: Beamclad noggins (see 7 below) glued into webs at 1000mm maximum centres. Pencoed. Bridgend. FIREPRO BEAMCLAD SYSTEMS Clips or Stud welded pins, Dry joint system Glued noggins. Dry joint system BEAMS AND BEAMS AND BEAMS BEAMS COLUMNS COLUMNS 3 sided protection 4 sided protection 3 sided protection 4 sided protection In contact with, and and other In contact with, and and other fixed to, configurations fixed to, configurations Product concrete floor decks concrete floor decks thickness Critical temperature: Critical temperature: Critical temperature: Critical temperature: 620°C 550°C 620°C 550°C Fire resistance period (minutes) Fire resistance period (minutes) 30 60 90 120 30 60 90 120 30 60 90 120 30 60 90 120 260 260 260 95 260 260 148 65 260 260 196 73 260 260 146 65 25mm 124 206 84 260 93 202 83 30mm Section factor 159 260 104 116 260 103 35mm Hp/A (m-1) 200 128 143 126 40mm 251 155 173 153 45mm 260 187 209 184 50mm 225 252 221 55mm 260 260 260 60mm Tested and assessed to BS 476:Part 21 Noggin thickness is 25mm min. or equal to facing board thickness, if this is greater than 25mm use Beamclad offcuts 3 sided box with Beamclad clip fixing 3-sided box using glued noggins Dimensions: Dimensions: A - Top flange clips at max. 600mm centres for 2000mm A - Pigtail screws at max. 200mm centres and 50mm max boards (and 500mm centres if 1200mm board length used) from edge of board B - Clips at max 100mm from edge of board (20mm min.) B - Pigtail screws at max. 100mm centres into noggins C - Pigtail screws at max. 150mm centres and max 75mm C - Noggins of min. 120mm width from edge of board D - Noggins of max. 1000mm centres D - Bottom flange clips at max. 900mm centres E - Board length 2000mm This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 95 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 FIREPRO BEAMCLAD SYSTEMS BEAMCLAD using Stud welded pins or Glued noggins, Glued joint system BEAMS BEAMS COLUMNS 3 sided protection 4 sided protection 4 sided protection In contact with, and fixed to, and other configurations and other configurations concrete floor decks Product thickness Critical temperature: 620°C Critical temperature: 550°C Critical temperature: 550°C Fire resistance period (minutes) 30 60 90 120 180 240 30 60 90 120 180 240 30 60 90 120 180 240 260 260 260 168 52 - 260 260 260 98 40 - 260 260 149 65 - - 25mm 235 65 - 130 50 - 207 83 - - 30mm 260 80 45 168 61 - 260 104 45 - 35mm 95 53 216 73 43 128 54 - 40mm Section factor - Hp/A (m-1) 113 62 260 85 50 155 62 - 45mm 132 70 99 57 187 72 44 50mm 154 80 114 65 225 82 50 55mm 178 90 131 73 260 92 55 60mm 237 112 170 90 116 68 70mm 260 136 219 109 143 81 80mm 165 260 131 176 96 90mm 199 157 214 124 100mm 238 186 260 129 110mm Tested and assessed to BS 476:Part 21 3-sided box with stud welded pins 3-sided box with glue DIMENSIONS: DIMENSIONS: A – Stud welded pins at max. 600mm centres for 2000mm A – Noggings at max. 1000mm centre board (500mm centres for 1200mm boards) B – Nails at max. 150mm centres B – Welded pins at max. 100mm centres, 20mm min. from C – Nails at max. 400mm centres (max. 30mm from edge edge of board of board joint C – Nails at max. 400mm centres D – Stud welded pins at max. 900mm centres for 2000mm board on bottom flange (500mm centres for 1200mm boards) This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 96 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 97 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 GLASROC FIRECASE S 1. Product description Glass fibre reinforced gypsum board incorporating integral glass fibre membranes 2. Manufacturer BRITISH GYPSUM LIMITED East Leake, Loughborough, Leicestershire LE12 6JT T: 08705 456 123 F: 08705 456 356 W: www.british-gypsum.com 3. Availability Fire protection distributors and builders merchants 4. Protection technique Box 5. Application technique The boards are secured with direct screw or staple fixing through abutting boards to 4 sided column protection. On 3 sided columns or beams protection of steel angle sections may be used in conjunction with Glasroc FireCase s backing strips or alternatively Glasroc FireCase s soldiers can be used for fire protection periods up to and including 90 minutes. Jointing and finishing is not a requirement to meet the fire protection levels given, however Gyproc Jointing systems or Thistle plastering systems may be used. 6. Steel preparation requirements None 7. Additional mechanical fixing On beams the steel support angles are shot fired to both sides of the section 8. Nominal density 850kg/m2 9. Thickness Range 15mm, 20mm, 25mm and 30mm 10. Fire resistance range Up to 2 hours Hp/A 17 – 260m-1 11. Constraints for fire resistance Minimum thickness - 15mm Maximum thickness – 35mm 12. Appearance Smooth gypsum surface suitable for most forms of decoration 13. On site use For internal and semi-exposed applications 14. Durability Resistant to vermin and mould growth, minor impact and abrasion 15. Performance in other BS fire tests BS476-4 – non combustible 16. Other applications Internal lining of buildings Fire protecting ceilings Fire resisting partition and wall construction Cavity barriers Association for Specialist Fire Protection 98 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 GLASROC FIRECASE S Fire resistance period (minutes) 550 degrees C Product thickness Section factor Hp/A (m-1) 30 60 90 120 260 260 105 65 15mm 180 90 20mm 260 100 25mm 250 30mm 260 35mm BS 476: Part 20: 1987 Fire resistance period (minutes) 620 degrees C Product thickness Section factor Hp/A (m-1) 30 60 90 120 260 260 130 70 15mm 190 90 20mm 260 110 25mm 260 30mm BS 476: Part 20: 1987 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 99 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 Nominal density 3 800kg/m 9. The length of this board must differ from the side boards to ensure adjacent board joints are staggered by at least 300mm. Screw-fix these to the angles at 200mm centres.uk BOARDS 4 Edition revised 20 Nov 2007 . 2. Use appropriate proprietary fixings at 600mm centres. PO Box 10. Availability Main insulation stockists – Fixing recommended by recognised fire protection contractors 4.uk 3. behind all butt joints at the sides and soffit of the beam fixed with Knauf Fireboard Gripper Screws at maximum 100mm centres. Protection technique Box or profile 5. grease. • Cut two boards to the depth of the section plus twice the thickness of the board plus l0mm. 6.Edge-fix the boards using either self drilling Knauf Fireboard Gripper Screws at 200mm centres or proprietary staples at 120mm centres (ii) Partial column encasement Assuring a typical three-sided encasement where one of the column flanges straddles a wall. halflapped. to either the abutting wall face or the inner flange of the column. Fire resistance range (a) Up to 2hours (b) Hp/A 20 . Fit these. On site use For internal and protected external applications Association for Specialist Fire Protection 100 Fire protection for structural steel in buildings th www. Application technique a) Knauf Fireboard Column System (i) Four-sided column encasement . Product description Knauf Fireboard is a glass fibre reinforced gypsum board specially developed for high performance lining and encasement.asfp. 7.15mm Maximum thickness per single layer . • Cut a soffit board to the width of the steel flange. b) Knauf Fireboard Beam System Beam encasement Assuming a typical three-sided encasement where a beam is exposed directly below a level soffit.knaufinsulation. or left undecorated. Stafford Road. St Helens. Constraints for fire resistance Minimum thickness . follow the same procedure as outlined for foursided encasement with the following differences: • Fix 25 x 25mm light gauge steel angles. can be plastered directly.co. Manufacturer Knauf Insulation. • Cut board offcuts 100mm wide as joint backing strips.org. Merseyside WA10 3NS T: 01744 766684 F: 01744 766678 W: www. loose or foreign matter at contact point with adhesive or pins. in continuous lengths. Site preparation Remove oil.Cut another two to the depth of the column plus twice the thickness of the board Adjust the length of adjoining boards to ensure that board joints are staggered by at least 300mm .30mm 10. Edgefix this horizontal board to the two vertical boards using either self-drilling Knauf Fireboard Gripper Screws at 150mm centres or staples at 120mm centres. fix light gauge steel angles to either the adjoining soffit or the top flange of the beam. • Fix further lengths of 25 x 25mm angle at any end abutment. Knauf Fireboard Gripper Screws are gold passivated screws with spoon tips and ‘hi-low’ threads. Appearance Off-white gypsum board 13.KNAUF FIREBOARD 1. Thickness range 15 . Knauf Fireboard has a high quality off-white smooth surface finish which is ideal for most paint finishes. Install continuous lengths of 25 x 25mm angle using appropriate proprietary fixings at 600mm centres.Cut two boards to the width of the column flange . Knauf Uniflott is a specially formulated compound for jointing and filling Knauf Fireboard to help maintain the performance of the system.260m-1 11.30mm 12. providing up to two hours of fire protection. Additional mechanical fixing Not Applicable 8. uk BOARDS 4 Edition revised 20 Nov 2007 . Performance in other BS and EN fire tests Knauf Fireboard is non-combustible to BS 476: Part 4: 1970 (1984) and Class 1 Surface Spread of Flame to BS 476: Part 7: 1997.org. Other applications Not Applicable Beams and Columns Fire Resistance Period (minutes) critical temperature of 550°C Product thickness 30 60 90 120 260 260 88 15mm 146 20mm Section factor Hp/A(m-1) 242 95 25mm 260 131 30mm 179 35mm 247 40mm 260 45mm Tested to BS 476 part 21 :1987 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 101 Fire protection for structural steel in buildings th www.asfp. Knauf Fireboard complies with the Class ‘O’ requirements of the Building Regulations. 15. 16. Durability Constant humidity over 95% or subjection to continuous water will reduce the serviceability of the boards.KNAUF FIREBOARD 14. INTUTEC 1. Product description Resin bonded rock fibre panels 2. Manufacturer Firetherm Intumescent & Insulation Supplies Ltd Unit F, Crayford Road, Crayford, Kent, DA1 4FT T: 01322 551010 F: 01763 262342 W: www.firetherm.com 3. Availability Supplied direct from the manufacturers or local distributors. 4. Protection Technique Box 5. Application Technique For one-hour box protection, noggins are friction fitted between the flanges or glued using Intutac adhesive for two hours protection. Outer panels are fastened to the noggins and each other using pigtail screw fixings. For 3 and 4 hours structural steel protection, welded pin fixing system is utilised. 6. Steel Preparation Requirements No special requirement 7. Additional Mechanical Fixings Where flanges exceed 400mm wide, use welded pins to the centre of the steel to provide additional support, where web exceeds 500mm use a multi-layer or ‘T’ noggin. 8. Nominal Density 160kg/m3 9. Thickness Range Nominal thickness: 20mm to 110mm in 5mm increments. 10. Fire Resistance Range 30 minutes to 4 hours 11. Constraints For Fire Resistance Minimum thickness – 20mm, maximum thickness 110mm 12. Appearance Brown coloured boards 1800x1200mm. Optionally foil or tissue faced. 13. On Site Use For internal installations only. 14. Durability Rot resistant, vermin proof and will not encourage the growth of fungi, mould or bacteria. 16. Other Applications Thermal insulation Association for Specialist Fire Protection 102 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 INTUTEC Fire Resistance Period (minutes) Product 620°C thickness 30 60 90 120 180 240 260 260 124 74 - - 20mm 187 106 - - 25mm 260 164 83 56 30mm 222 97 65 35mm 251 112 75 40mm 260 126 84 45mm 140 94 50mm Section Factor HP/A(m-1) 155 103 55mm 170 113 60mm 185 123 65mm 199 132 70mm 214 142 75mm 230 152 80mm 245 162 85mm 260 172 90mm 182 95mm 192 100mm 202 105mm 212 110mm Beams Only Fire Resistance Period (minutes) Product 550°C thickness 30 60 90 120 180 240 260 260 133 78 - - 20mm 170 98 - - 25mm 207 119 64 44 30mm 246 140 75 52 35mm 260 162 87 59 40mm 184 98 67 45mm Section Factor HP/A(m-1) 207 110 75 50mm 230 121 82 55mm 254 133 90 60mm 260 145 98 65mm 157 106 70mm 169 114 75mm 182 122 80mm 194 130 85mm 207 138 90mm 219 147 95mm 232 155 100mm 245 163 105mm 259 172 110mm 4 Sided Columns The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 103 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 PROMALIT 1. Product description Resin bonded rock fibre panels 2. Manufacturer PROMAT UK LTD The Sterling Centre, Eastern Road, Bracknell, Berkshire RG12 2TD Technical: T: 01344 381400 F: 01344 381401 E: [email protected] Marketing: T: 01344 381350 F: 01344 381401 E: [email protected] Sales: T: 01344 381381 F: 01344 381380 E: [email protected] www.promat.co.uk 3. Availability Supply through nominated distributors, many offering specialist cutting facilities: list of distributors and recommended contractors available from manufacturer 4. Protection technique Box 5. Application technique (a) Clip fix, dry joint board system Friction fitted clips to top and bottom flanges at maximum 600mm and 900mm centres respectively. Promalit board impaled over pins and retained with non-return washers. Spiral screws at maximum 150mm centres used to fix web and soffit boards together. (b) Stud welded pin, dry joint board system Stud welded pins to top and bottom flanges at maximum 600mm and 900mm centres respectively. Promalit board impaled over pins and retained with non-return washers. Spiral screws at maximum 150mm centres used to fix web and soffit boards together. (c) Adhesive fix nogging, dry joint board system 120mm wide Promalit noggings (same thickness as casing) wedged and bonded with Vicubond WR adhesive between flanges at 1000mm centres. Promalit board fixed to noggings with spiral screws at 100mm centres. All other board-to-board joints fixed with spiral screws at maximum 200mm centres. Minimum screw length must be 2 x cover board thickness less 5mm. (d) Adhesive fix nogging or stud welded pin, adhesive joint board system Adhesive fix noggings or use stud welded pins as for (b) and (c) above. For (b), Promalit vertical boards impaled over pins and retained with non-return washers. Apply Vicubond WR continuously and liberally to all board interfaces. Offer up flange boards and nail through adhered corner joints at maximum 400mm centres. For (c) Liberally apply Vicubond WR adhesive to face of noggings, apply vertical boards and secure with nails long enough to pierce full thickness of noggings at maximum 150mm centres. Apply Vicubond WR continuously and liberally to all board interfaces. Offer up flange boards and nail through adhered corner joints at maximum 400mm centres. (e) Adhesive fix system 120mm wide Promalit noggings (same thickness as casing) wedged and bonded with Vicubond WR adhesive between flanges at 1000mm centres. Liberally apply Vicubond WR adhesive to face of noggings, apply vertical boards and secure with nails long enough to pierce full thickness of noggings at maximum 150mm centres. Apply Vicubond WR continuously and liberally to all board interfaces. Offer up flange boards and nail through adhered corner joints at maximum 400mm centres. 6. Steel preparation requirements None except for regions where soldiers are to be fixed. These must be degreased and have loose scale and rust removed. 7. Additional mechanical fixing For beams sections deeper than 500mm, and up to 1000mm, with a maximum width of 419mm, use either solid noggings or T-noggings made from cover board thickness. Other constraints apply for each fixing method. Contact Promat Technical Services for advice. 8. Nominal density 3 165 – 180kg/m Association for Specialist Fire Protection 104 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 PROMALIT 9. Thickness range Standard boards – 25, 30, 35, 40, 45, 50, 55 and 60mm 10. Fire resistance range (a) Up to 4 hours (b) A/V up to 260m-1 Depends on method of fixing used. Contact Promat Technical Services for advice. For critical steel temperatures other than 550°C or 620°C contact Promat Technical Services for advice. 11. Constraints for fire resistance a) Minimum thickness - 20mm b) Maximum single layer thickness - 55mm 12. Appearance Light Green and is available unfaced or faced with glass tissue or reinforced aluminium foil. 13. On site use For internal and semi exposed applications 14. Durability Resistant to vermin, mould growth, minor impact and abrasion, odourless and moisture tolerant 15. Performance in other BS fire tests Non-combustible in accordance with BS 476: Part 4, Class A1 in accordance with BS EN 13501-1:2002, and therefore is also a Class 0 material as defined in Building Regulations 2000. 16. Other applications a) Thermal insulation b) Cavity barriers c) Cavity fire stops d) Core for fire resisting doors Clip fix, dry joint board system Critical Temperature 620°C Critical Temperature 550°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 25 260 260 260 95 25 260 260 148 65 30 124 30 206 84 35 159 35 260 104 40 200 40 128 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 105 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 PROMALIT Stud welded pin, dry joint board system Critical Temperature 620°C Critical Temperature 550°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 min min 90 min 120 min 30 min 60 min 90 min 120 min 25 260 260 260 95 25 260 260 148 65 30 124 30 206 84 35 159 35 260 104 40 200 40 128 45 251 45 155 50 260 50 187 55 55 225 60 60 260 Adhesive fix nogging, dry joint board system Critical Temperature 620°C Critical Temperature 550°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 25 260 260 196 73 25 260 260 146 65 30 260 93 30 202 83 35 116 35 260 103 40 143 40 126 45 173 45 153 50 209 50 184 55 252 55 221 60 260 60 260 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 106 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 25 260 260 260 98 40 - 30 235 65 .org.asfp.PROMALIT Adhesive fix board system Critical Temperature 620°C Critical Temperature 550°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min mi min min min min min 25 260 260 260 168 52 . 30 130 50 - 35 260 80 45 35 168 61 - 40 95 53 40 216 73 43 45 113 62 45 260 85 50 50 132 70 50 99 57 60 178 90 60 131 73 70 237 112 70 170 90 80 260 136 80 219 109 90 165 90 260 131 100 199 100 157 110 238 110 186 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 107 Fire protection for structural steel in buildings th www.uk BOARDS 4 Edition revised 20 Nov 2007 . 20. 32mm x 18mm x 0. On site use For internal and semi exposed applications Association for Specialist Fire Protection 108 Fire protection for structural steel in buildings th www.org. 22. Board joints are staggered between layers by at least 530mm. For double-layer casings. the first layer is the thicker of the two layers and is fixed as a single layer casing.PROMATECT® 250 1.uk www. Soldiers must coincide with board joints. Appearance Off-white.co.uk 3. Board to board side panel joints are backed with Promatect 250 cover strips.38mm 12.uk Sales: T: 01344 381381 F: 01344 381380 E: salesuk@promat. 50mm long. 120mm wide x 15mm thick.12mm Maximum single layer thickness . Application technique For four-sided column casings. Fire resistance range a) Up to 2½ hours b) A/V up to 260m-1 11. Constraints for fire resistance a) Minimum thickness . the soldier needs to be strengthened. the fixing method is similar except that the soldiers are required to be fitted at the ends of the beam and at maximum 1250mm centres and the soffit board is fitted between the side boards. at 150mm centres.2 and 3-sided protection to columns contact Promat Technical Services for advice For beams and columns more than 400mm deep. PROMATECT 250 soldiers are wedged between the flanges at the top and bottom of the column. Nominal density 3 700 kg/m 9. As an alternative to using Promatect 250 soldiers.uk BOARDS 4 Edition revised 20 Nov 2007 . The angles are fastened to the steel beam or column with minimum M4 steel screws at 500mm maximum centres.uk Marketing: T: 01344 381350 F: 01344 381401 E: [email protected]. The soldiers are 120mm wide x casing thickness. Protection technique Box 5. For three-sided beam casings.3 or 4 sided protection to beams contact Promat Technical Services for advice For 1. 25 and 30mm 10. Soldiers may be fitted behind web board joints as an option. Steel preparation requirements None 7. Berkshire RG12 2TD Technical: T: 01344 381400 F: 01344 381401 E: technicaluk@promat. The boards are fastened to the angles with steel drywall screws at 200mm nominal centres. Eastern Road. 6. (Quality assurance to BS EN ISO 9001:2000) 2. Product description Non-combustible mineral bound board. fastened with staples. Board to board joints on adjacent sides are staggered by at least 530mm. 8. Cover strips are not required over joints in the boards covering the flanges. The boards are fixed to the soldiers and to each other using staples.8mm thick. The outer layer is then secured through the first layer into the soldiers and to each other using staples. Thickness range Standard boards – 12.co. For single layer boards 12 or 15mm thick the length of the staples may be reduced to 35mm. many offering specialist cutting facilities: list of distributors and recommended contractors available from manufacturer 4.co. Additional mechanical fixing For 1.30mm Maximum double layer thickness . 15.co. at 150mm centres. the side boards may be secured using continuous galvanised steel angles. smooth surface suitable to receive most forms of decoration 13.promat. Availability Supply through nominated distributors. contact Promat Technical Services for advice. 50mm long. Bracknell. Manufacturer PROMAT UK LTD The Sterling Centre. or equivalent. 18.2. 6mm x 50mm. Class A1 in accordance with BS EN 13501-1:2002. and therefore is also a Class 0 material as defined in Building Regulations 2000. Other applications a) Fire resisting partitions mezzanine floors PROMATECT -250 SOLDIERS PROMATECT -250 120mm WIDE X CASING BOARD UP TO 30mm THICKNESS AT TOP & BOTTOM THICK AS A SINGLE OF COLUMN LAYER PROMATECT -250 BOARDS BUTT JOINTED END STAPLES LOCATED BOARD TO BOARD 40mm FROM CORNER JOINTS ON ADJACENT OF BOARD SIDES STAGGERED BY AT LEAST 530MM CHISEL POINT STAPLES 12.14. Durability Resistant to vermin.5mm x 1.uk BOARDS 4 Edition revised 20 Nov 2007 . (35mm LONG STAPLES MAY BE USED FOR SINGLE LAYER BOARDS UP TO 15mm THICK) Association for Specialist Fire Protection 109 Fire protection for structural steel in buildings th www. minor impact and abrasion 15.org. 16.asfp. Performance in other BS fire tests Non-combustible in accordance with BS 476: Part 4. 18 227 92 57 20 232 94 . 22 137 79 25 149 85 25 186 99 30 or (15+15) 243 120 30 or (15+15) 260 144 33 (15+18) 260 148 33 (15+18) 182 35 (15+20) 171 35 (15+20) 214 38 (18+20) 213 38 (18+20) 260 Beams . . .Critical Temperature 350°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 77 .Critical Temperature 620°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 260 . - 15 260 102 . 20 245 88 53 38 22 260 105 62 .Critical Temperature 550°C Columns . . 15 117 55 36 - 18 180 73 . 18 153 87 61 20 162 92 . . . 22 223 118 80 25 249 129 87 25 260 145 96 30 or (15+15) 260 176 114 30 or (15+15) 201 126 33 (15+18) 211 132 33 (15+18) 243 147 35 (15+20) 238 146 35 (15+20) 260 163 38 (18+20) 260 168 38 (18+20) 190 Beams . .org. 12 260 260 91 . . 15 142 67 - 18 173 . . 18 180 73 46 33 20 245 88 53 . 15 260 114 68 - 18 135 . 22 260 105 62 44 25 138 76 53 25 138 76 53 30 or (15+15) 221 106 70 30 or (15+15) 221 106 70 33 (15+18) 260 130 82 33 (15+18) 260 130 82 35 (15+20) 149 92 35 (15+20) 149 92 38 (18+20) 183 107 38 (18+20) 183 107 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 110 Fire protection for structural steel in buildings th www.asfp. .uk BOARDS 4 Edition revised 20 Nov 2007 . 20 260 112 68 22 260 113 . - 15 115 .PROMATECT® 250 Beams . . .Critical Temperature 350°C Columns . . - 15 117 55 .Critical Temperature 620°C Columns . 12 260 209 82 .Critical Temperature 550°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 177 . 12 260 77 40 . 20 185 102 70 22 192 106 . 15 153 67 43 - 18 232 88 . 22 130 74 52 25 166 90 62 25 171 92 63 30 or (15+15) 260 126 82 30 or (15+15) 260 129 83 33 (15+18) 153 96 33 (15+18) 157 98 35 (15+20) 176 107 35 (15+20) 181 109 38 (18+20) 216 125 38 (18+20) 223 128 Beams – Critical Temperature 450°C Columns – Critical Temperature 450°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 116 . 12 260 164 62 .PROMATECT® 250 Beams – Critical Temperature 400°C Columns – Critical Temperature 400°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 96 . . 15 196 81 51 - 18 260 102 . 18 241 89 55 40 20 260 105 63 .asfp. . . 12 260 125 58 . 20 260 108 64 46 22 126 73 .Critical Temperature 500°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 138 . . 22 214 99 64 25 258 112 71 25 260 128 79 30 or (15+15) 260 168 98 30 or (15+15) 199 111 33 (15+18) 218 119 33 (15+18) 260 136 35 (15+20) 260 135 35 (15+20) 155 38 (18+20) 163 38 (18+20) 192 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 111 Fire protection for structural steel in buildings th www. 18 130 70 48 20 141 75 . . . . 15 260 90 53 - 18 260 113 . . . - 15 249 80 .uk BOARDS 4 Edition revised 20 Nov 2007 . 20 131 76 54 22 146 83 .org. 18 260 108 65 47 20 122 72 . . - 15 179 76 . . 20 165 83 56 22 178 88 . . 22 158 88 61 25 191 102 70 25 209 109 74 30 or (15+15) 260 142 92 30 or (15+15) 260 153 98 33 (15+18) 173 108 33 (15+18) 187 115 35 (15+20) 197 120 35 (15+20) 215 128 38 (18+20) 241 140 38 (18+20) 260 151 Beams – Critical Temperature 500°C Columns . - 15 148 65 . 12 260 98 48 . . 18 260 100 57 20 260 94 .Critical Temperature 650°C Columns .Critical Temperature 600°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 260 .PROMATECT® 250 Beams . 12 260 260 86 .Critical Temperature 600°C Columns . 22 160 80 25 156 80 25 237 103 30 or (15+15) 260 117 30 or (15+15) 260 159 33 (15+18) 147 33 (15+18) 211 35 (15+20) 172 35 (15+20) 259 38 (18+20) 222 38 (18+20) 260 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 112 Fire protection for structural steel in buildings th www. 20 260 107 67 22 260 109 . . . 20 126 68 22 114 . . .uk BOARDS 4 Edition revised 20 Nov 2007 .org. 15 197 70 - 18 212 . . - 15 108 . 22 129 77 25 141 84 25 172 97 30 or (15+15) 222 117 30 or (15+15) 260 138 33 (15+18) 260 142 33 (15+18) 172 35 (15+20) 162 35 (15+20) 200 38 (18+20) 200 38 (18+20) 253 Beams .asfp. .Critical Temperature 700°C Columns . - 15 128 . . 15 131 66 - 18 158 . 20 117 68 22 117 . 18 260 95 57 20 260 97 . . . . . 18 201 88 57 20 206 91 . 22 144 80 25 157 86 25 201 101 30 or (15+15) 260 123 30 or (15+15) 260 150 33 (15+18) 152 33 (15+18) 191 35 (15+20) 177 35 (15+20) 228 38 (18+20) 224 38 (18+20) 260 Beams . 12 260 260 111 . 12 260 260 98 .Critical Temperature 650°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 260 . 15 158 69 - 18 193 .Critical Temperature 700°C Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Board Board resistance of resistance of Thickness Thickness (mm) 30 60 90 120 150 (mm) 30 60 90 120 150 min min min min min min min min min min 12 260 260 . - 15 124 . uk BOARDS 4 Edition revised 20 Nov 2007 .INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 113 Fire protection for structural steel in buildings th www.org.asfp. co. Availability Main insulation stockists – Fixing recommended by recognised fire protection contractors 4. Attach flange pieces to web pieces using Pig Tail Screws positioned 25mm in from each end and at 150mm centres.60mm 12.Attach the Rocksilk Firetech 160 web and flange pieces by impaling over the 3mm mild steel welded pins and securing in place with 38mm spring steel washers. Constraints for fire resistance Minimum thickness .knaufinsulation.Attach web pieces to noggins with Pig Tail Screws at 200mm centres. 7.20mm Maximum thickness per single layer . d) Welded Pin Fixing System . 2.asfp. It is available unfaced or faced with a Bright Class ‘O’ reinforced aluminium foil. grease.uk 3. Stafford Road.uk BOARDS 4 Edition revised 20 Nov 2007 . Protection technique Box or profile 5. 100mm wide noggin of Rocksilk Firetech 160 glued into place using suitable adhesive Attach flange pieces to web pieces using Pig Tail Screws positioned 25mm in from each end and at 150mm centre. Attach flange pieces to web pieces using Pig Tail Screws at 150mm centres. Suitable adhesive should be used at the joint between subsequent web pieces. On site use For internal and protected external applications Association for Specialist Fire Protection 114 Fire protection for structural steel in buildings th www.Up to 2 hours fire protection . Application technique a) Dry Fix Noggin System .bright aluminium skin 13. loose or foreign matter at contact point with adhesive or pins. b) Adhesive Noggin Fixing System . Manufacturer KNAUF INSULATION PO Box 10. Appearance Two finishes are available – Unfaced and Foil Faced (a) Unfaced .Up to 4 hours fire protection . It is also available tissue faced. Merseyside WA10 3NS T: 01744 766684 F: 01744 766678 W: www. rock mineral wool slab used in the Rocksilk FireTech Dry Fix system. Suitable adhesive should be used at the joint between subsequent web pieces.110mm 10.light green textured (b) Foil faced . Thickness range 20 . Additional mechanical fixing For webs over 500mm deep.260m-1 11. c) Combination Fixing System . use T shaped or solid noggin 8. Product description Rocksilk FireTech Slab is a high density rock mineral wool slab. Rocksilk FireTech Dry Fix Noggin Slab is a high density. Site preparation Remove oil. 6.Up to 2 hours fire protection . St Helens.Up to 3 hours fire protection . Nominal density 165 kg/m³ 9.org.Attach web pieces to noggins with Pig Tail Screws at 100mm centres. subject to enquiry.ROCKSILK FIRETECH SLAB AND ROCKSILK DRY FIX NOGGIN SLAB 1.Attach the Rocksilk Firetech 160 web pieces by impaling over 3mm mild steel welded pins and securing in place with 38mm spring steel washers. Fire resistance range (a) Up to 4 hours (b) Hp/A 20 . Unfaced product can receive decorative renders or plaster. 100mm wide noggins of Rocksilk Firetech Dry-fix Noggin Board friction fitted between the flanges. Fire tested in accordance with BS 476 part 21 :1987.uk BOARDS 4 Edition revised 20 Nov 2007 . rot proof. mould or bacteria. non-hygroscopic.Welded Pin Fixing System .org. inorganic rock wool defined as mineral wool in BS 3533: 1981 and is manufactured to a Quality Assurance system which complies with BS EN ISO 9001:2000.asfp.Beams and Columns Beams Columns Fire Resistance Period (minutes) Product Critical temperature of 550°C. and the tests were according to BS 476 part 21 :1987 thickness 30 60 90 120 180 240 30 60 90 120 180 240 260 260 120 71 260 260 133 78 20mm 189 107 170 98 25mm Section factor Hp/A(m-1) 232 130 69 47 207 119 64 44 30mm 260 153 81 55 246 140 75 52 35mm 177 93 63 260 162 87 59 40mm 260 143 96 254 133 90 60mm 156 104 260 145 98 65mm 195 130 182 122 80mm 250 166 232 155 100mm 260 184 260 172 110mm Dry Fix Noggin System and Adhesive Noggin System Beams Columns Fire Resistance Period (minutes) Product Critical temperature of 550°C. Other applications Upgrading fire performance of concrete floors Firetech Slab . 16. and the tests were according to BS 476 part 21 :1987 thickness 30 60 90 120 30 60 90 120 260 260 120 71 260 260 133 78 20mm Section factor 189 107 170 98 25mm Hp/A(m-1) 232 130 207 119 30mm 260 153 246 140 35mm 177 260 162 40mm 260 254 60mm 260 65mm Combination Fixing System Beams Columns Fire Resistance Period (minutes) Product Critical temperature of 550°C. Non-wicking when tested to BS 2972:1989: Section 12 15. and the tests were according to BS 476 part 21 :1987 thickness 30 60 90 120 180 30 60 90 120 180 260 260 120 71 260 260 133 78 20mm 189 107 170 98 25mm 232 130 69 207 119 64 30mm Section factor 260 153 81 246 140 75 35mm Hp/A(m-1) 177 93 260 162 87 40mm 260 143 254 133 60mm 156 260 145 65mm 195 182 80mm 250 232 100mm 260 260 110mm Association for Specialist Fire Protection 115 Fire protection for structural steel in buildings th www. Performance in other BS and EN fire tests Non Combustible. do not sustain vermin and will not encourage the growth of fungi.ROCKSILK FIRETECH SLAB AND ROCKSILK DRY FIX NOGGIN SLAB 14. Durability Are odourless. ROCKSILK FIRETECH SLAB AND ROCKSILK DRY FIX NOGGIN SLAB The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 116 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 . uk BOARDS 4 Edition revised 20 Nov 2007 .org.INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 117 Fire protection for structural steel in buildings th www.asfp. uk BOARDS 4 Edition revised 20 Nov 2007 . vermin attack and mould growth 15. For information on 1 and 2-sided applications. Manufacturer PROMAT UK LTD The Sterling Centre. Application technique Mechanical fixing to framing of light gauge steel angles 6. On site use For internal and semi-exposed applications 14. 9. Fire resistance range a) up to 2 hours b) A/V up to 260m-1 11. Berkshire RG12 2TD Technical: T: 01344 381400 F: 01344 381401 E: technicaluk@promat. Steel preparation requirements None 7. Eastern Road.uk Marketing: T: 01344 381350 F: 01344 381401 E: marketinguk@promat. impact. Other applications a) Industrial linings b) Fire resisting partitions c) Fire resisting ceilings d) Upgrade of doors for fire resistance e) Cavity barriers f) Fire protecting membrane ceiling Association for Specialist Fire Protection 118 Fire protection for structural steel in buildings th www. 16.org. Availability Supply through nominated distributors.promat. many offering specialist cutting facilities: list of distributors and recommended contractors available from manufacturer 4. Bracknell. Durability High resistance to high humidity and temperature. contact Promat Technical Services 8. Thickness range Standard thicknesses are 6.co. Protection technique Box 5. 12 and 15mm 10. suitable to receive most forms of decoration 13. Additional mechanical fixing For 3-sided applications. Product description Fibre reinforced calcium silicate insulating board. Performance in other BS fire tests Non-combustible in accordance with BS 476: Part 4. Class A1 in accordance with BS EN 13501-1:2002. Nominal density 950 kg/m3 9. and therefore is also a Class 0 material as defined in Building Regulations 2000.uk Sales: T: 01344 381381 F: 01344 381380 E: [email protected]® 1.uk 3.co. (Quality assurance to BS EN ISO 9001:2000) 2.co. smooth surface. a steel angle is fixed to wall or floor soffit. abrasion. Constraints for fire resistance a) Minimum thickness – 6mm b) Maximum thickness – 15mm c) Single layer protection 12.uk www.asfp. Appearance Off-white. - 9 260 68 39 . . . 6 260 84 .uk BOARDS 4 Edition revised 20 Nov 2007 . 9 107 52 - 12 127 64 42 12 158 73 47 15 170 83 54 15 224 96 61 Critical Temperature 600°C Critical Temperature 620°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 6 260 77 . 6 260 64 .asfp. - 9 177 74 .org. 6 238 48 . - 9 89 46 . . 9 243 95 - 12 260 107 66 12 260 137 83 15 147 87 15 188 109 Association for Specialist Fire Protection 119 Fire protection for structural steel in buildings th www. . - 9 134 60 . 6 260 135 . . 9 200 59 35 - 12 228 69 41 29 12 260 81 47 33 15 260 89 52 36 15 104 60 42 Critical Temperature 400°C Critical Temperature 450°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 6 157 44 . 9 149 64 - 12 212 86 54 12 243 93 57 15 260 116 71 15 260 128 76 Critical Temperature 650°C Critical Temperature 700°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 6 260 99 .SUPALUX® Critical Temperature 300°C Critical Temperature 350°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 6 99 33 . - 9 159 51 30 . 9 260 75 41 - 12 94 53 37 12 105 56 38 15 122 68 47 15 138 72 49 Critical Temperature 500°C Critical Temperature 550°C Board Limiting section factor (m-1) for fire Board Limiting section factor (m-1) for fire Thickness resistance of Thickness resistance of (mm) (mm) 30 min 60 min 90 min 120 min 30 min 60 min 90 min 120 min 6 260 55 . 6 124 39 . SUPALUX® The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 120 Fire protection for structural steel in buildings th www.asfp.org.uk BOARDS 4 Edition revised 20 Nov 2007 . uk BOARDS 4 Edition revised 20 Nov 2007 .org.INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 121 Fire protection for structural steel in buildings th www.asfp. Steel preparation requirements None 7.VERMICULUX® 1. For information on 1 and 2-sided applications. Additional mechanical fixing For 3-sided applications.promat. Eastern Road. Nominal density 500 kg/m3 9. Application technique a) Casings assembled by edge screw fix b) Nogging and staple fix option available – contact Promat Technical Services for advise. Thickness range 20 to 60mm in 5mm increments 10. Protection technique Box 5. Performance in other BS fire tests Non-combustible in accordance with BS 476: Part 4.co.co.co. a steel angle is fixed to wall or floor soffit. 6. Web panels are cut to oversail the flange panels. and therefore is also a Class 0 material as defined in Building Regulations 2000.uk 3. (Quality assurance to BS EN ISO 9001:2000) 2. contact Promat Technical Services for advice. 8. Bracknell. Manufacturer PROMAT UK LTD The Sterling Centre. Appearance Off-white with smooth sanded surface to both sides. and maximum thickness of 60mm panels b) Minimum screw penetration – 30mm 12.uk Marketing: T: 01344 381350 F: 01344 381401 E: marketinguk@promat. Availability Supply through nominated distributors.uk BOARDS 4 Edition revised 20 Nov 2007 . vermin attack and mould growth. Class A1 in accordance with BS EN 13501-1:2002.co. Constraints for fire resistance a) Single thickness casing system with minimum thickness of 20mm.org. For external applications contact Promat Technical Services for advice. Berkshire RG12 2TD Technical: T: 01344 381400 F: 01344 381401 E: technicaluk@promat. 16. On site use Internal and semi exposed applications can be installed before building envelope is completed. abrasion. Durability High resistance to high humidity and temperature.no cover strips required. 15. many offering specialist cutting facilities: list of distributors and recommended contractors available from manufacturer 4.uk Sales: T: 01344 381381 F: 01344 381380 E: salesuk@promat. Other applications a) Protection to structural concrete b) Protection to structural timber Association for Specialist Fire Protection 122 Fire protection for structural steel in buildings th www.uk www. light impact. Fire resistance range a) Up to 4hours (2hours for noggin fix) b) A/V up to 260m-1 11. Product description Lightweight reinforced calcium silicate insulating board.asfp. 14. 13. Factory formed rebates between panels at circumferential joints . asfp. 20 260 260 121 76 43 - 25 260 136 84 47 33 25 173 103 57 39 30 187 109 59 41 30 243 135 71 48 35 254 139 73 49 35 260 174 88 59 40 260 175 87 58 40 222 106 69 45 218 103 68 45 260 126 81 50 260 121 78 50 149 94 55 141 89 55 175 107 60 164 101 60 204 122 Critical Temperature 500°C Critical Temperature 550°C Board -1 Board Limiting section factor (m ) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min min min min min min min 20 260 260 154 92 51 . 20 260 260 202 114 61 - 25 225 127 68 46 25 260 159 81 54 30 260 169 86 57 30 215 103 67 35 220 106 69 35 260 128 82 40 260 128 82 40 156 98 45 154 97 45 189 115 50 183 112 50 227 134 55 216 129 55 260 155 60 255 147 60 178 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 123 Fire protection for structural steel in buildings th www.org.VERMICULUX® Critical Temperature 300°C Critical Temperature 350°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min min min min min min min 20 260 119 61 41 24 .uk BOARDS 4 Edition revised 20 Nov 2007 . 20 260 160 77 51 30 - 25 183 84 54 32 22 25 252 107 68 39 27 30 260 112 70 40 28 30 260 145 88 49 34 35 148 88 48 33 35 193 111 60 41 40 194 109 58 39 40 258 138 72 48 45 255 134 68 46 45 260 171 85 56 50 260 163 79 52 50 211 99 64 55 199 92 60 55 260 115 73 60 244 106 67 60 132 83 Critical Temperature 400°C Critical Temperature 450°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min min min min min min min 20 260 216 97 62 36 . VERMICULUX® Critical Temperature 600°C Critical Temperature 620°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min min min min min min min 20 260 260 260 145 73 . 20 260 260 260 260 112 - 25 260 120 75 25 156 89 30 158 94 30 211 114 35 202 117 35 260 142 40 257 141 40 175 45 260 169 45 214 50 201 50 259 55 238 55 260 60 260 60 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 124 Fire protection for structural steel in buildings th www. 20 260 260 260 162 79 - 25 207 97 63 25 234 105 68 30 260 125 80 30 260 136 85 35 157 97 35 171 104 40 194 117 40 213 126 45 237 138 45 260 149 50 260 162 50 175 55 188 55 205 60 218 60 238 Critical Temperature 650°C Critical Temperature 700°C Board Board Limiting section factor (m-1) for fire Limiting section factor (m-1) for fire Thickness Thickness resistance of resistance of (mm) (mm) 30 60 90 120 180 240 30 60 90 120 180 240 min min min min min min min min min min min min 20 260 260 260 205 89 .org.uk BOARDS 4 Edition revised 20 Nov 2007 .asfp. uk CASINGS / BLANKETS 4 Edition revised 13 July 2007 . 2.org.asfp. 9 is now Bibliography and 10 the BP Product Data Sheets 20/11/07 10 Product Sections renumbered and called Vol 2 Parts 1. 3 and 4 BP Association for Specialist Fire Protection 125 Fire protection for structural steel in buildings th www. Vol 1: Sections 1-8 & 10 and Vol 2: BP Section 9 Product Data Sheets 20/11/07 ALL Sections renumbered sequentially.SECTION 10:2 CASINGS / BLANKETS List of Product Data Sheets FIREMASTER 607 BLANKET CIRCULAR PRE-FORMED PRODUCTS List of Product Data Sheets FIREPRO FIRE TUBE VICUTUBE Amendments to Vol 2 Part 2: Section 10:2 Product Data Sheets DATE SECTION AMENDMENT SUMMARY SOURCE 27/06/07 10 List of Products amended BP 13/07/07 ALL Book divided into two volumes. Steel preparation requirements None. The blanket is impaled over the fixing grid. composite and aluminium bulkhead and decks d) Hydrocarbon fire rated bulkheads. Durability Not permanently affected by oil. process vessels and pipes on offshore installations e) Jet fire protection of pipes and vessels offshore and inshore processing plants Association for Specialist Fire Protection 126 Fire protection for structural steel in buildings th www. Performance in other BS and EN fire tests Non-combustible in accordance with BS476-4.asfp. Additional mechanical fixing Use of more than one layer may benefit from use of fixing washers on each layer. water and steam. Application technique Mechanical support structure using CD welded pins over which one or more layers of blanket are impaled and retained using friction fit washers.1 layer of 12mm b) Maximum thickness . Wirral. On site use For internal applications. Resistant to vermin and mould growth. Constraints for fire resistance a) Minimum thickness . Protection technique Profile or boxed 5.org. so complies with Class 0 and is a Material of Limited Combustibility as defined in the Building Regulations 1991 16. Availability Direct from manufacturer 4. The blanket is impaled over the fixing grid in one or more layers and retained by spring washers. Product description Glass oxide insulating blanket (or ceramic fibre blanket) 2. Can be and has been used externally with protective cladding. 6. apart from preparation of steel for CD pin welding 7. Appearance A white fibrous flexible blanket.thermal-ceramics-firemaster. Other applications a) Fire rated ductwork protection b) Hydrocarbon fire protection of structural steel offshore c) Marine fire protection of steel.co. Cheshire CH62 3PH T: 0151 334 4030 F: 0151 334 1684 W: www. Bromborough.uk CASINGS / BLANKETS 4 Edition revised 13 July 2007 . cable trays. Usually covered with aluminium foil or sometimes glass cloth on one or both sides 13.2 layers of 38mm c) Where multiple layers are used the thinnest material is used on the outside of the protection d) Multi-layer protection systems only with staggered joints e) Single layer systems use a compressed butt joint 12. Fire resistance range Up to 4 hours 11. decks. Thickness range 6 to 63 mm 10. An overlay of chicken wire mesh can be used in some situations 8. Alternatively a wire mesh fixing grid is formed around the steel section and the mesh cut to form a fixing grid. Nominal density 96 kg/m³ (other densities are available) 9. 15.FIREMASTER 607 BLANKET 1. Manufacturer THERMAL CERAMICS UK LTD Tebay Road.uk 3. Can be supplied in water repellant grade. 14. uk CASINGS / BLANKETS 4 Edition revised 13 July 2007 . For thicknesses above 50mm. or if two layers are preferred. The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 127 Fire protection for structural steel in buildings th www.FIREMASTER 607 BLANKET Fire resistance period (minutes) 500°C Product thickness Section factor Hp/A(m-1) 30 60 90 120 180 240 260 106 54 12mm 166 55 19mm 233 82 74 25mm 260 160 120 80 50 38mm 264 168 97 69 50mm 315 273 135 108 38 + 38mm Note: all thicknesses up to 50mm may be applied in one single layer with compressed butt joints. the thinner layer should be applied on outside.org.asfp. 4.FIREPRO FIRE TUBE 1.rockwool. Manufacture ROCKWOOL LTD Pencoed. Durability Water repellent.up to 4 hours (b) Hp/A .up to 260 m-1 11. Thickness range 20 – 120mm 10. Steel preparation requirements None 7.co. resistant to vermin and mould growth.uk CIRCULAR PRE-FORMED PRODUCTS 4 Edition revised 13 July 2007 . Nominal density 140 – 160kg/m³ 9. Mid GlamorganCF35 6NY T: 01656 862621 W: www. Fixing by recognised fire protection contractors. Additional protection may be necessary to provide increased resistance to impact and abrasion. Product description Resin bonded heavy-duty rock fibre insulation.asfp. Fire resistance range (a) Time . Application techniques All joints and slits in the Fire Tube Sections are filled with FirePro Glue and held tightly closed using binder wire/straps (or similar) until the glue has cured 6. Appearance Two finishes available (a) Plain green/brown textured surface – FirePro Fire Tube (Plain) (b) Reinforced aluminium foil faced – FirePro Fire Tube (Foil Faced) 13.co. On site use For internal and weather protected external surfaces 14. Availability Main insulation stockists – contact Manufacturer for list. 15. Protection technique Box or profile 5.org. preformed into circular sections 2.uk F: 01656 862302 E: [email protected] 3. Constraints for fire resistance (a) Minimum wall thickness for 3 and 4 hours fire resistance – 40mm 12. Bridgend. as defined in UK and Ireland Building Regulations Association for Specialist Fire Protection 128 Fire protection for structural steel in buildings th www. The Foil Faced version provides the opportunity to match other service finishes in the plenum area. Reaction to Fire performance All product versions –Non-combustible and Class 0. Additional mechanical fixing None 8. .uk CIRCULAR PRE-FORMED PRODUCTS 4 Edition revised 13 July 2007 .org.FIREPRO FIRE TUBE Critical temperature: 550°C Fire resistance period (minutes) Tube wall 30 60 90 120 180 240 thickness 260 260 110 65 . 25mm Section factor - 241 124 63 42 40mm Hp/A (m-1) 260 178 85 55 50mm 260 122 77 65mm 152 93 75mm 170 102 80mm Tested and assessed to BS 476:Part 21 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Firepro Fire Tube Firepro Glue Association for Specialist Fire Protection 129 Fire protection for structural steel in buildings th www.asfp. co.uk 3. vermin.VICUTUBE 1.co. Other applications a) High temperature thermal insulation b) Encasement of boiler flues and PVC pipes Association for Specialist Fire Protection 130 Fire protection for structural steel in buildings th www. plaster or sand/cement render may be applied 13. Product description Rigid. (Quality assurance to BS EN ISO 9001:2000) 2.co. exfoliated vermiculite. mould growth. Steel preparation requirements None 7. Application technique The semi-circular sections are held in position using Vicubond WR cement. minor impact and abrasion 15. For Information in relation to EN fire tests.uk www. Durability Resistant to short term moisture exposure. Bracknell. silicate bonded.uk Marketing: T: 01344 381350 F: 01344 381401 E: marketinguk@promat. Appearance Oatmeal in colour. Nominal density 3 430 kg/m 9.uk CIRCULAR PRE-FORMED PRODUCTS 4 Edition revised 13 July 2007 . many offering specialist cutting facilities: list of distributors and recommended contractors available from manufacturer 4.promat. even surface.uk Sales: T: 01344 381381 F: 01344 381380 E: salesuk@promat. Temporary wires or tapes can be used to provide support while the cement sets. On site use For internal and semi exposed applications 14. Fire resistance range a) Up to 2 hours A/V 45 – 335m-1 (circular hollow sections up to 273mm diameter). Eastern Road. Additional mechanical fixing None 8. that fill the joints. Availability Supply through nominated distributors.asfp. Performance in other BS fire tests Non-combustible in accordance with BS476-4. consult Promat Technical Services for advice 16. Berkshire RG12 2TD Technical: T: 01344 381400 F: 01344 381401 E: technicaluk@promat. Manufacturer PROMAT UK LTD The Sterling Centre. Decorative finishes. semi-circular pipe sections.co. so complies with Class 0 and is a Material of Limited Combustibility as defined in the Building Regulations 1991. 40mm. Protection technique Profile 5. The data may also be applied to rectangular hollow sections 11.org. 50mm 10. Thickness range 30mm. 6. Constraints for fire resistance a) minimum thickness – 30mm b) maximum thickness – 50mm 12. 6 285 30 40 50 - 114 5.3 205 / 165 30 30 40 50 168 8.3 160 30 30 40 50 273 8.2 / 4.0 to 20.0 325 / 260 30 40 50 - 89 5.2 / 4.0 / 10.0 / 6.0 135 / 110 30 30 30 40 5.0 130 to 45 30 30 30 40 Notes: For CHS wind bracings use the above thicknesses to a maximum of 30.0 335 / 275 30 40 50 - 48 5.asfp.0 to 20.0 325 / 265 30 40 50 - 76 5.0 / 6.0 130 / 105 30 30 30 40 5.VICUTUBE Critical Temperature 550°C Outside diameter Steel Wall Thickness in mm of casing to provide fire resistance Section Factor (m-1) of CHS (mm) Thickness (mm) of (minutes) 30 min 60 min 90 min 120 min 3.3 205 / 165 30 30 40 50 219 8.0 130 to 55 30 30 30 40 6.0 325 / 270 30 40 50 - 60 5.3 210 / 170 30 30 40 50 5. Not all wall thicknesses given are readily available.0 220 30 30 40 50 3.0 / 10.2 / 4.0 / 6.0 to 20.0 / 6.uk CIRCULAR PRE-FORMED PRODUCTS 4 Edition revised 13 July 2007 . 40 and 50mm for 60.2 / 4. The correct thickness should be confirmed by Promat before specifying The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 131 Fire protection for structural steel in buildings th www.0 130 to 55 30 30 30 40 6.0 215 30 30 40 50 3.0 330 / 270 30 30 40 50 3.org.3 205 / 165 30 30 40 50 140 8.90 and 120min fire resistance respectively Other sizes may be available on request.0 210 30 30 40 50 3.3 165 30 30 40 50 245 8. INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 132 Fire protection for structural steel in buildings th www.uk CIRCULAR PRE-FORMED PRODUCTS 4 Edition revised 13 July 2007 .asfp.org. 3 and 4 BP 15/01/07 10:3 STEELGUARD CM4703 & CM4704: BP Amended web address.org. change to final line of entry Note 1: Amendments may only be inserted by ASFP Secretariat with approval of the ASFP Technical Officer. 9 and 11 Promatect Change to tables to reflect new 30mm thickness board 20/11/07 ALL Sections renumbered sequentially. Vol 1: Sections 1-8 & 10 and Vol 2: BP Section 9 Product Data Sheets 27/07/07 10:3 MONOKOTE MK6: BP Amending errors in figures for 120mins on both tables 27/07/07 10:3 All Grace Products: Requested by New website address Grace 01/11/07 10:1 PROMATECT 250 Requested by Change to item 5. Association for Specialist Fire Protection 133 Fire protection for structural steel in buildings www.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .SECTION 10:3 SPRAYED NON REACTIVE COATINGS List of Product Data Sheets CAFCO® 300 CAFCO® BLAZE-SHIELD II CAFCO MANDOLITE CP2 CAFCO MANDOLITE HS3 CAFCO MANDOLITE TG MONOKOTE MK6 MONOKOTE Z106 MONOKOTE Z146 STEELGUARD CM4703 STEELGUARD CM4704 Amendments to Vol 2: Section 10:3 Product Data Sheets DATE SECTION AMENDMENT SUMMARY SOURCE 27/06/07 10:3 STEELGUARD CM4703 & CM4704: BP Moved from Reactive to Non Reactive Coatings 27/06/07 10 List of Products amended BP 13/07/07 ALL Book divided into two volumes. 2.asfp. 9 is now Bibliography and 10 the BP Product Data Sheets 20/11/07 10 Product Sections renumbered and called Vol 2 Parts 1. Fire resistance range (a) Up to 4 hours (b) Hp/A: 30 . mixed with water on site and sprayed through standard slurry pump. Performance in other BS and EN fire tests Non-combustible in accordance with BS476-4.310 Profile 11.cafcointl. so complies with Class 0 requirements as defined in the Building Regulations 1991. EN test for fire protection to concrete. Constraints for fire resistance (a) Minimum dry thickness 10mm (b) Maximum unreinforced dry thickness 70mm 12. 16. Manufacturer CAFCO INTERNATIONAL Bluebell Close. Surface finishes may be used 13. Appearance Off-white textured finish. 6. Application technique Factory prepared pre-packed. box or solid 5. Thickness range 10 . Product description Gypsum based vermiculite spray 2. Alfreton. Durability Resistant to frost. Protection technique Profile.asfp.org.com 3. vermin and mould growth and limited attack by water.70mm 10. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www. On site use Internal -semi exposed (canopies) 14. Additional mechanical fixing None within the scope of the following table 8. Steel preparation requirements Steel must be de-greased and have loose scale and rust removed. Clover Nook Industrial Park. 7.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .CAFCO® 300 1. Details from manufacturer 4. Nominal density 310 kg/m3 9. Other applications (a) Fire protection of concrete (b) Marine protection (internal) (c) Cavity fire barrier (d) Acoustic correction (e) Fire protection of ductwork Association for Specialist Fire Protection 134 Fire protection for structural steel in buildings www. Availability Supply and fix service by recognised applicators. 15. Pre-treatment using a primer/adhesive is necessary in most cases when applying 300 to steelwork with painted surfaces. asfp.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .CAFCO® 300 Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 10 10 10 12 17 23 50 10 10 13 16 24 32 70 10 10 15 20 29 38 90 10 12 17 22 32 43 110 10 13 18 24 35 46 130 10 14 19 25 37 49 150 10 14 20 27 39 52 170 10 15 21 28 41 53 190 10 15 22 29 42 55 210 10 16 22 29 43 57 230 10 16 23 30 44 58 250 10 16 23 30 45 59 270 10 17 24 31 45 60 290 10 17 24 31 46 61 310 10 17 24 32 47 61 Linear interpolation is permissable between values of Hp/A Critical Temperature 550°C This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 135 Fire protection for structural steel in buildings www.org. Performance in other BS and EN fire tests Non-combustible in accordance with BS476-4.e. Alfreton. Constraints for fire resistance (a) Minimum dry thickness . Details from manufacturer 4. On site use Internal 14. Clover Nook Industrial Park. Application technique Air-borne spray mixed with water at gun 6. Mesh or equivalent (i. Availability Supply and fix service by recognised applicators. No preparation is necessary for box protection 7.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . steel pins with spring washers) may need to be introduced for other applications 8. Other applications (a) Thermal insulation (b) Acoustic correction (c) Condensation control (d) Sound insulation (e) Fire protection of ductwork (f) Fire protection of concrete (g) General fire protection . Nominal density 250 . Additional mechanical fixing or reinforcement None for up to 65mm and 4 hours fire resistance for 3 or 4 sided applications.asfp.260m -1 for box or solid protection 11. Protection technique Profile. vermin and mould growth 15. etc (h) Marine fire protection Association for Specialist Fire Protection 136 Fire protection for structural steel in buildings www.70mm 10.65mm (c) For 3 and 4 hours fire resistance thicknesses in excess of 65mm require reinforcement and reference should be made to the manufacturer 12. Thickness range 10 .external walls. Fire resistance range (a) Up to 4 hours (b) Hp/A: 26 . Appearance White rough textured 13. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www.cafcointl. Durability Resistant to local short term water attack. Manufacturer CAFCO INTERNATIONAL Bluebell Close.315m -1 for profile protection 17 .org. box or solid 5.280 kg/m³ 9. so complies with Class 0 as defined in the Building Regulations 1991 16. The steel may be primed with a zinc epoxy primer or any other compatible type.com 3.10mm (b) Maximum unreinforced dry thickness . Product description Sprayed mineral wool 2. Steel preparation requirements The steel must be degreased and have loose scale and rust removed.CAFCO® BLAZE-SHIELD II 1. cavity barriers. asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .CAFCO® BLAZE-SHIELD II Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 10 12 12 12 17 25 50 10 12 12 16 26 36 70 10 12 15 21 34 46 90 10 12 17 25 40 55 110 10 12 20 29 46 64 130 10 13 22 32 51 70 150 10 14 24 35 56 170 10 15 26 37 60 190 10 16 28 40 64 210 10 16 29 42 67 230 10 17 30 43 70 250 10 18 31 45 270 10 18 33 47 290 10 19 34 48 310 10 19 35 50 Linear interpolation is permissable between values of Hp/A Critical Temperature 550°C The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 137 Fire protection for structural steel in buildings www. Mesh or equivalent may be needed for other cases 8.260 m-1 for solid protection 11. If the steel is primed reference must be made to the manufacturer 7. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www.8mm (b) Maximum unreinforced thickness .asfp. Durability Resistant to frost. Steel preparation requirements The steel must be degreased and have loose scale and rust removed. etc Association for Specialist Fire Protection 138 Fire protection for structural steel in buildings www. Additional mechanical fixing or reinforcement None for up to 73mm and 4 hours resistance for 3 or 4 sided applications.315 m-1 for profile protection 17 . Availability Supply and fix service by recognised applicators. Details from manufacturer 4. Performance in other BS fire tests Non-combustible in accordance with BS476-4 so complies with Class 0 as defined in the Building Regulations 1985 16.73mm 12. Surface finishes may be used 13. Constraints for fire resistance (a) Minimum thickness . Application technique Factory prepared pre-mix. Appearance Off-white textured surface. Thickness range 8 to 100mm 10. Nominal density 390 kg/m³ 9. Protection technique Profile or solid 5.org. cavity barriers.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . Clover Nook Industrial Park. vermin and mould growth and limited attack by water.com 3. Alfreton. Fire resistance range (a) Up to 4 hours (b) Hp/A 26 . Product description Cement based vermiculite spray 2. Surface damage can be made good with CP2 Patch Mix 15. mixed with water on site and spray applied 6. Other applications (a) Fire protection of ductwork (b) Fire protection of concrete elements and composite floors (c) General fire protection -interior surfaces of external walls.CAFCO MANDOLITE CP2 1. Manufacturer CAFCO INTERNATIONAL Bluebell Close. On site use For interior and limited exterior exposure (during construction) 14.cafcointl. CAFCO MANDOLITE CP2 Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 8 8 10 13 19 25 50 8 10 14 18 25 33 70 8 12 16 21 30 39 90 8 13 18 23 33 43 110 9 14 19 25 35 46 130 9 15 20 26 37 48 150 10 15 21 27 39 50 170 10 16 22 28 40 52 190 10 16 22 29 41 53 210 10 17 23 29 42 54 230 11 17 23 30 42 55 250 11 17 24 30 43 56 270 11 17 24 30 44 57 290 11 18 24 31 44 57 310 11 18 24 31 45 58 Linear interpolation is permissable between values of Hp/A Critical Temperature 550°C This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 139 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . Performance in other BS fire tests Non-combustible in accordance with BS476-4 so complies with Class 0 as defined in the Building Regulations 1991 16.260m -1 for box or solid protection 11. Manufacturer CAFCO INTERNATIONAL Bluebell Close. Fire resistance range (a) Up to 4 hours (b) Hp/A: 26 .uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .asfp. Nominal density 750 kg/ m3 9. Appearance Off white textured or smooth surface suitable for top coating if required 13. Details from manufacturer 4. If the steel is primed reference must be made to the manufacturer 7. Constraints for fire resistance (a) Minimum dry thickness 8mm (b) Maximum unreinforced dry thickness 58mm 12. impact. Clover Nook Industrial Park. Steel preparation requirements The steel must be degreased and have loose scale and rust removed. box or solid 5. Other applications (a) Fire protection of concrete (c) General fire protection Association for Specialist Fire Protection 140 Fire protection for structural steel in buildings www. Application technique Factory prepared pre-mix. mixed with water on site and spray applied (can be trowel finished) 6.cafcointl. Durability Resistant to weather. Alfreton. Availability Supply and fix service by recognised applicators.org. Product description Lightweight aggregate cementitious mix 2.330 m-1 for profile protection 17 .CAFCO MANDOLITE HS3 1. Additional mechanical fixing None for up to 58mm and 4 hour’s resistance for three or four sided applications. vermin and mould growth 15. Protection technique Profile. On site use For interior and exterior applications 14.com 3. Thickness range 8 to 100mm 10. Mesh or fixing equivalent may be needed for other cases. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www. Mesh required for Box systems 8. CAFCO MANDOLITE HS3 Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 8 8 9 11 17 23 50 8 8 12 16 24 33 70 8 9 14 19 29 39 90 8 11 16 22 33 45 110 8 12 18 24 36 49 130 8 12 19 26 39 52 150 8 13 20 27 41 55 170 8 13 21 28 43 58 190 8 14 22 29 44 210 8 14 22 30 46 230 8 15 23 31 47 250 8 15 23 31 48 270 8 15 24 32 49 290 8 16 24 33 49 310 8 16 24 33 50 Linear interpolation is permissable between values of Hp/A Critical Temperature 550°C The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 141 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 CAFCO MANDOLITE TG 1. Product description Trowel grade lightweight aggregate cementitious mix 2. Manufacturer CAFCO INTERNATIONAL Bluebell Close, Clover Nook Industrial Park, Alfreton, Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www.cafcointl.com 3. Availability Supply and fix service by recognised applicators. Details from manufacturer. 4. Protection technique Profile, box or solid 5. Application technique Factory prepared pre-mix, mixed with water on site and applied by trowel 6. Steel preparation requirements The steel must be degreased and have loose scale and rust removed. If the steel is primed reference must be made to the manufacturer. No preparation is necessary for box protection 7. Additional mechanical fixing Mesh may be required for specific applications. Mesh required for Box systems 8. Nominal density 675kg/ m3 9. Thickness range 8 to 100mm 10. Fire resistance range a) Up to 4 hours b) Hp/A: 26 - 330m -¹ for profile protection 17 - 260m -¹ for box or solid protection 11. Constraints for fire resistance a) Minimum dry thickness 8mm b) Maximum unreinforced dry thickness 58mm 12. Appearance Off white smooth surface suitable for top coating if required 13. On site use For interior and exterior applications 14. Durability Resistant to weather, impact, vermin and mould growth 15. Performance in other BS fire tests Non-combustible in accordance with BS476, Part 4, so complies with Class 0 as defined in the Building Regulations 1991. 16. Other applications a) Hand repairs to Mandolite HS3 b) Fire protection of concrete c) General fire protection of building structures Association for Specialist Fire Protection 142 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 CAFCO MANDOLITE TG Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 8 8 9 11 17 23 50 8 8 12 16 24 33 70 8 9 14 19 29 39 90 8 11 16 22 33 45 110 8 12 18 24 36 49 130 8 12 19 26 39 52 150 8 13 20 27 41 55 170 8 13 21 28 43 58 190 8 14 22 29 44 210 8 14 22 30 46 230 8 15 23 31 47 250 8 15 23 31 48 270 8 15 24 32 49 290 8 16 24 33 49 310 8 16 24 33 50 Linear interpolation is permissable between values of Hp/A Critical Temperature 550°C The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 143 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 MONOKOTE MK6 1. Product description Gypsum based mixture containing synthetic aggregate 2. Manufacturer GRACE CONSTRUCTION PRODUCTS Ajax Avenue Slough, Berkshire SL1 4BH T: 01753 692929 F: 01753 691623 W: www.gcp-grace.com 3. Availability Through manufacturers approved applicators 4. Protection technique Profile to beams, columns and soffits 5. Surface preparation requirements Remove mill scale and contaminates. For compatible primers refer to manufacturer. 7. Additional mechanical fixing None required for I beams with depths up to 1000mm, and I columns with flange widths up to 500mm 8. Nominal density Monokote MK-6S 315 kg/m³ Monokote MK6-HY 260 kg/m³ 9. Thickness range 10 to 84mm 10. Fire resistance range Up to and including 4 hours 11. Constraints for fire resistance a) Minimum thickness - 10mm b) Maximum thickness - 84mm 12. Appearance Sprayed, textured, light grey, other colours available 13. On site use For internal applications only 14. Durability Resistant to vermin, mould growth and minor impact and abrasions 15. Performance in other BS tests Non-combustible BS 476-6, Class 0 BS 476-7 16. Other applications a) Thermal insulation b) Acoustic control Association for Specialist Fire Protection 144 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 MONOKOTE MK6 Critical Temperature 620°C Critical Temperature 550°C Dry thickness in mm to provide fire Dry thickness in mm to provide fire Hp/A up Hp/A up resistance (mins) of resistance (mins) of to to 30 60 90 120 180 240 30 60 90 120 180 240 30 10 10 10 10 12 16 30 10 10 15 15 20 25 50 10 10 10 12 18 25 50 10 10 15 15 21 28 70 10 10 11 15 24 33 70 10 10 15 17 27 37 90 10 10 13 18 29 40 90 10 10 15 20 32 44 110 10 10 15 21 33 46 110 10 11 17 23 37 51 130 10 10 16 23 37 51 130 10 11 19 26 41 56 150 10 10 18 25 41 56 150 10 12 20 29 45 62 170 10 11 19 27 44 60 170 10 13 22 31 49 66 190 10 12 20 29 47 64 190 10 14 23 33 52 71 210 10 12 21 31 49 68 210 10 14 24 34 55 75 230 10 13 23 32 52 71 230 10 15 26 36 57 78 250 10 13 23 34 54 74 250 10 16 27 38 59 81 270 10 14 24 35 56 77 270 10 16 28 39 62 84 290 10 14 25 36 58 79 290 10 17 28 40 64 n/a 310 10 15 26 37 59 82 310 10 17 29 41 66 n/a Linear interpolation is permissable between values of Linear interpolation is permissable between values of Hp/A Hp/A The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 145 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 Constraints for fire resistance a) Minimum thickness . Other applications a) Thermal insulation b) Acoustic control Association for Specialist Fire Protection 146 Fire protection for structural steel in buildings www. Durability Resistant to vermin.10mm b) Maximum thickness . Performance in other BS fire tests No data 16. Additional mechanical fixing None required 8. mould growth and minor impact and abrasions 15. For compatible primers refer to manufacturer 7. Thickness range 10 to 80mm 10.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .com 3. Availability Grace Construction Products 4. Fire resistance range Up to and including 4 hours 11. Product description Portland cement based mixture containing synthetic aggregate 2. columns and soffits 5. light grey 13. Nominal density 360 kg/m3 9. Manufacturer GRACE CONSTRUCTION PRODUCTS Ajax Avenue Slough. On site use For both internal and external applications 14. Protection technique Profile to beams. Application technique Spray 6. textured.graceconstruction. Berkshire SL1 4BH T: 01753 692929 F: 01753 691623 W: www.asfp.org.MONOKOTE Z106 1.65mm 12. Appearance Sprayed. Surface preparation Remove mill scale and contaminates. MONOKOTE Z106 Critical Temperature 620°C Critical Temperature 550°C Dry thickness in mm to provide fire Dry thickness in mm to provide fire Hp/A up Hp/A up resistance (mins) of resistance (mins) of to to 30 60 90 120 180 240 30 60 90 120 180 240 30 10 10 10 10 13 17 30 10 10 10 12 17 22 50 10 10 10 12 19 25 50 10 10 12 16 20 31 70 10 10 11 15 23 31 70 10 10 15 17 24 38 90 10 10 13 18 27 36 90 10 12 17 22 33 43 110 10 10 15 20 30 41 110 10 13 19 24 36 47 130 10 10 16 22 33 44 130 10 14 20 26 38 50 150 10 11 17 23 35 47 150 10 15 21 27 40 53 170 10 12 18 24 37 50 170 10 15 22 29 42 55 190 10 12 19 25 39 52 190 10 16 23 30 43 57 210 10 13 20 26 40 54 210 10 16 23 30 45 59 230 10 13 20 27 41 56 230 10 17 24 31 46 60 250 10 13 21 28 43 57 250 10 17 24 32 47 62 270 10 14 21 29 44 59 270 10 17 25 32 48 63 290 10 14 21 29 45 60 290 10 18 25 33 48 64 310 10 14 21 30 45 61 310 10 18 26 33 49 65 Linear interpolation is permissable between values of Linear interpolation is permissable between values of Hp/A Hp/A The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 147 Fire protection for structural steel in buildings www.asfp.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . Fire resistance range Up to and including 4 hours 11. Constraints for fire resistance a) Minimum thickness . Manufacturer GRACE CONSTRUCTION PRODUCTS Ajax Avenue Slough. Nominal density 675 kg/m3 9.graceconstruction. Thickness range 6 to 46 mm 10. textured. For compatible primers refer to manufacturer 7.asfp. Protection technique Profile and box 5. mould growth and minor impact and abrasions 15. Additional mechanical fixing None required for profile.6 mm b) Maximum thickness . Expanded metal lath for box 8.46 mm 12. Appearance Sprayed.MONOKOTE Z146 1. light grey 13.org. Product description Portland cement based mixture containing synthetic aggregate 2. Surface preparation Remove mill scale and contaminates. On site use For both internal and external applications 14. Berkshire SL1 4BH T: 01753 692929 F: 01753 691623 W: www. Performance in other BS fire tests No data 16.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . Application technique Supply and installation by Team One approved contractors 6.com 3. Availability Grace Construction Products approved applicators 4. Durability Resistant to vermin. Other applications None Association for Specialist Fire Protection 148 Fire protection for structural steel in buildings www. uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .asfp.MONOKOTE Z146 Critical Temperature 620°C Dry thickness in mm to provide fire resistance (mins) of Hp/A up to 30 60 90 120 180 240 30 5 8 10 13 18 24 50 6 9 13 16 22 29 70 7 10 14 18 25 32 90 7 11 15 19 26 34 110 8 12 15 19 27 35 130 8 12 16 20 28 36 150 8 12 16 20 29 37 170 8 12 17 21 29 38 190 8 12 17 21 30 38 210 8 13 17 21 30 38 230 8 13 17 21 30 39 250 8 13 17 22 30 39 270 8 13 17 22 31 39 290 9 13 17 22 31 40 310 9 13 18 22 31 40 Linear interpolation is permissable between values of Hp/A The data provided complies with the principles in Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 149 Fire protection for structural steel in buildings www.org. Thickness range 10 . DE55 7JR T: 01773 837300 F: 01773 837302 W: www. columns and soffits 10. Wood Street North. 7. Application technique Factory prepared pre-packed.asfp. Fire resistance range (a) Up to 4 hours (b) Hp/A: 30 . 11. Steelguard CM 4703 has also been tested and assessed to several national fire test standards.ppgmc. Surface decorative finishes may be used 18. Additional mechanical fixing In certain cases the Steelguard CM4703 must be combined with mesh reinforcement – please refer to manufacturers technical data sheet for more details. 21. Compatible primers may require the application of either a bonding coat or Steelguard CM 4706 prior to Steelguard CM 4703 being applied – please refer to PPG for guidance. grease and other contaminants immediately before coating.STEELGUARD CM4703 6. Durability Excellent weathering resistance up to C5M environments (ISO 12944) when correctly specified. Please contact PPG for details.310 Profile 16. Constraints for fire resistance (a) Minimum dry thickness 10mm (b) Maximum unreinforced dry thickness 60mm 17.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .com 8. If the steel is already primed. mixed with water on site and sprayed through either mechanical piston or rotor stator type as detailed by manufacturer. Steelguard CM 4703 has a pH value of 12 at application which could react with certain primers such as Alkyd based. The product is rated ‘non combustible’ to BS 476 Part 4 1984 and complies with the performance requirements of ‘Class O’ as defined in the UK building regulations. Availability Details from manufacturer 9. Nominal dry density 3 725 to 775 kg/m 14. salts. Protection technique Profile to beams. Station Approach. 12. Alfreton.org. Performance in other BS and EN fire tests Steelguard CM 4703 has been fully tested on structural steel beams and columns for up to 4 hours fire resistance in accordance with British Standard 476 Part 21 1987. Steelguard CM 4703 may be applied directly to bare steel for internal dry C1 environments only. Other applications N/A Association for Specialist Fire Protection 150 Fire protection for structural steel in buildings www. Steel preparation requirements Abrasive blast to Sa 2½ ISO 8501-1 and apply the specified PPG primer. Steel coated with an alkyd or unknown primer must be treated with Steelguard CM 4706 emulsion primer sealer prior to the application of Steelguard CM 4703. 20. On site use Internal and external 19. 13. Product description Modified vermiculite cement for internal and external structural steelwork with decorative topseal range. Appearance Light grey textured finish. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House. The surface must be dry and free of dust. check compatibility with PPG.56mm 15. uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .STEELGUARD CM4703 I BEAMS & COLUMNS I BEAMS & COLUMNS Critical Temperature 540°C Critical Temperature 540°C Thickness in (mm) to provide fire resistance of Thickness in (mm) to provide fire resistance of A/V m - A/V m - Sectio Sectio Factor Factor 30 60 90 120 180 240 30 60 90 120 180 240 n n mins mins mins mins mins mins mins mins mins mins mins mins 30 10 10 10 12 17 23 175 10 15 21 27 39 50 35 10 10 11 15 21 27 180 10 15 21 27 39 50 40 10 10 11 15 21 27 185 10 16 21 27 39 51 45 10 10 13 16 24 31 190 10 16 21 27 39 51 50 10 10 13 16 24 31 195 10 16 22 28 40 52 55 10 10 14 18 26 34 200 10 16 22 28 40 52 60 10 10 14 18 26 34 205 10 16 22 28 40 52 65 10 11 15 19 28 36 210 10 16 22 28 40 52 70 10 11 15 19 28 36 215 10 16 22 28 41 53 75 10 12 16 21 30 38 220 10 16 22 28 41 53 80 10 12 16 21 30 38 225 10 16 22 29 41 53 85 10 12 17 22 31 40 230 10 16 22 29 41 53 90 10 12 17 22 31 40 235 10 16 23 29 41 54 95 10 13 18 23 32 42 240 10 16 23 29 41 54 100 10 13 18 23 32 42 245 10 16 23 29 42 54 105 10 13 18 23 33 44 250 10 16 23 29 42 54 110 10 13 18 23 33 44 255 10 17 23 29 42 55 115 10 14 19 24 34 45 260 10 17 23 29 42 55 120 10 14 19 24 34 45 265 10 17 23 29 42 55 125 10 14 19 25 35 46 270 10 17 23 29 42 55 130 10 14 19 25 35 46 275 10 17 23 30 43 55 135 10 14 20 25 36 47 280 10 17 23 30 43 55 140 10 14 20 25 36 47 285 10 17 23 30 43 56 145 10 15 20 26 37 48 290 10 17 23 30 43 56 150 10 15 20 26 37 48 295 11 17 24 30 43 56 155 10 15 21 26 38 49 300 11 17 24 30 43 56 160 10 15 21 26 38 49 305 11 17 24 30 43 56 165 10 15 21 27 38 50 310 11 17 24 30 43 56 170 10 15 21 27 38 50 Association for Specialist Fire Protection 151 Fire protection for structural steel in buildings www.org.asfp. The section factor A/V of a steel member is calculated by dividing the area of steel section exposed to fire (in square metres) by its entire volume (in cubic metres) 3.asfp.org. Interpolation of loading requirements for A/V values between those stated above is acceptable.STEELGUARD CM4703 I BEAMS I BEAMS Critical temperature 600°C Critical temperature 600°C A/V m-1 A/V m-1 Section Section Factor Factor Thickness in (mm) to provide fire resistance of Thickness in (mm) to provide fire resistance of 30 60 90 120 180 240 30 60 90 120 180 240 mins mins mins mins mins mins mins mins mins mins mins mins 30 10 10 10 12 18 23 175 10 14 20 25 36 47 35 10 10 11 15 21 27 180 10 14 20 25 36 47 40 10 10 11 15 21 27 185 10 14 20 26 37 48 45 10 10 13 16 23 30 190 10 14 20 26 37 48 50 10 10 13 16 23 30 195 10 15 20 26 37 48 55 10 10 14 18 25 33 200 10 15 20 26 37 48 60 10 10 14 18 25 33 205 10 15 20 26 38 49 65 10 11 15 19 27 35 210 10 15 20 26 38 49 70 10 11 15 19 27 35 215 10 15 21 26 38 49 75 10 11 16 20 29 37 220 10 15 21 26 38 49 80 10 11 16 20 29 37 225 10 15 21 27 38 50 85 10 12 16 21 30 39 230 10 15 21 27 38 50 90 10 12 16 21 30 39 235 10 15 21 27 38 50 95 10 12 17 22 31 40 240 10 15 21 27 38 50 100 10 12 17 22 31 40 245 10 15 21 27 39 50 105 10 13 17 22 32 42 250 10 15 21 27 39 50 110 10 13 17 22 32 42 255 10 15 21 27 39 51 115 10 13 18 23 33 43 260 10 15 21 27 39 51 120 10 13 18 23 33 43 265 10 15 21 27 39 51 125 10 13 18 23 34 44 270 10 15 21 27 39 51 130 10 13 18 23 34 44 275 10 15 21 27 39 51 135 10 13 19 24 34 45 280 10 15 21 27 39 51 140 10 13 19 24 34 45 285 10 16 22 28 39 52 145 10 14 19 24 35 45 290 10 16 22 28 39 52 150 10 14 19 24 35 45 295 10 16 22 28 40 52 155 10 14 19 25 35 46 300 10 16 22 28 40 52 160 10 14 19 25 35 46 305 10 16 22 28 40 52 165 10 14 20 25 36 47 310 10 16 22 28 40 52 170 10 14 20 25 36 47 Note 1. For A/V values outside this range consult PPG. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 152 Fire protection for structural steel in buildings www.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . 2. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. PAGE LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 153 Fire protection for structural steel in buildings www.org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .asfp. Surface decorative finishes may be used 13. Constraints for fire resistance (a) Minimum dry thickness 10mm (b) Maximum unreinforced dry thickness 60mm 12. Station Approach. DE55 7JR T: 01773 837300 F: 01773 837302 W: www.76mm 10. Please PPG for details. mixed with water on site and sprayed through either mechanical piston or rotor stator type as detailed by manufacturer.310 Profile 11. Steel preparation requirements Abrasive blast to Sa 2½ ISO 8501-1 and apply the specified PPG primer. Wood Street North.com 3. Product description Modified vermiculite cement for internal and external structural steelwork with decorative topseal range. Appearance Grey textured finish. salts. 16. Steelguard CM 4704 has also been tested and assessed to several national fire test standards. If the steel is already primed.asfp. columns and soffits 5. Availability Details from manufacturer 4.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . Protection technique Profile to beams. Compatible primers may require the application of either a bonding coat or Steelguard CM 4706 prior to Steelguard CM 4704 being applied – please refer to PPG for guidance. check compatibility with PPG. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House. 7. 2. Steel coated with an alkyd or unknown primer must be treated with Steelguard CM 4706 emulsion primer sealer prior to the application of Steelguard CM 4704. grease and other contaminants immediately before coating. The product is rated ‘non combustible’ to BS 476 Part 4 1984 and complies with the performance requirements of ‘Class O’ as defined in the UK building regulations. Durability Robust coating for internal C1 & C2 environments when correctly specified 15. The surface must be dry and free of dust.ppgmc. Performance in BS Steelguard CM 4704 has been fully tested on structural steel beams and columns for up to 4 hours fire resistance in accordance with British Standard 476 Part 21 1987. Fire resistance range (a) Up to 4 hours (b) Hp/A: 30 . Thickness range 10 . Nominal dry density 3 350 to 400 kg/m 9. On site use Internal (C1 or C2 as detailed in ISO 12944) 14. Alfreton.STEELGUARD CM4704 1. Other applications N/A Association for Specialist Fire Protection 154 Fire protection for structural steel in buildings www.org. 8. Steelguard CM 4704 may be applied directly to bare steel for internal dry C1 environments. Additional mechanical fixing In certain cases the Steelguard CM4703 must be combined with mesh reinforcement – please refer to manufacturers technical data sheet for more details. 6. Application technique Factory prepared pre-packed. Steelguard CM 4704 has a pH value of 12 at application which could react with certain primers such as Alkyd based. uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 .org.STEELGUARD CM4704 I BEAMS & COLUMNS I BEAMS & COLUMNS Critical Temperature of 540°C Critical Temperature of 540°C Factor A/V Factor A/V Section Section m-1 m-1 Thickness in (mm) to provide fire resistance of Thickness in (mm) to provide fire resistance of 30 60 90 120 180 240 30 60 90 120 180 240 mins mins mins mins mins mins mins mins mins mins mins mins 30 10 10 11 11 16 22 175 10 17 25 33 48 63 35 10 10 11 14 20 27 180 10 17 25 33 48 63 40 10 10 11 14 20 27 185 10 18 25 33 49 65 45 10 10 13 16 24 31 190 10 18 25 33 49 65 50 10 10 13 16 24 31 195 10 18 26 34 50 66 55 10 10 14 18 27 36 200 10 18 26 34 50 66 60 10 10 14 18 27 36 205 10 18 26 35 51 67 65 10 11 16 20 30 39 210 10 18 26 35 51 67 70 10 11 16 20 30 39 215 11 19 27 35 52 68 75 10 12 17 22 32 43 220 11 19 27 35 52 68 80 10 12 17 22 32 43 225 11 19 27 36 52 69 85 10 13 18 24 35 45 230 11 19 27 36 52 69 90 10 13 18 24 35 45 235 11 19 28 36 53 70 95 10 13 19 25 37 48 240 11 19 28 36 53 70 100 10 13 19 25 37 48 245 11 19 28 37 54 71 105 10 14 20 26 38 51 250 11 19 28 37 54 71 110 10 14 20 26 38 51 255 11 20 28 37 54 72 115 10 15 21 27 40 53 260 11 20 28 37 54 72 120 10 15 21 27 40 53 265 11 20 29 37 55 73 125 10 15 22 28 42 55 270 11 20 29 37 55 73 130 10 15 22 28 42 55 275 11 20 29 38 56 73 135 10 16 22 28 43 57 280 11 20 29 38 56 73 140 10 16 22 28 43 57 285 11 20 29 38 56 74 145 10 16 23 30 44 59 290 11 20 29 38 56 74 150 10 16 23 30 44 59 295 11 20 30 39 57 75 155 10 17 24 31 46 60 300 11 20 30 39 57 75 160 10 17 24 31 46 60 305 11 21 30 39 57 76 165 10 17 24 32 47 62 310 11 21 30 39 57 76 170 10 17 24 32 47 62 Association for Specialist Fire Protection 155 Fire protection for structural steel in buildings www.asfp. org.uk SPRAYED NON REACTIVE COATINGS 4th Edition revised 15 Jan 08 . For A/V values outside this range consult PPG. 2. The section factor A/V of a steel member is calculated by dividing the area of steel section exposed to fire (in square metres) by its entire volume (in cubic metres) 3. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.asfp. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 4 of this Yellow Book Association for Specialist Fire Protection 156 Fire protection for structural steel in buildings www.STEELGUARD CM4704 I BEAMS I BEAMS Critical Temperature of 600°C Critical Temperature of 600°C A/V m-1 A/V m-1 Section Section Factor Factor Thickness in (mm) to provide fire resistance of Thickness in (mm) to provide fire resistance of 30 60 90 120 180 240 30 60 90 120 180 240 mins mins mins mins mins mins mins mins mins mins mins mins 30 10 10 10 10 15 20 175 10 15 23 30 46 61 35 10 10 10 13 19 25 180 10 15 23 30 46 61 40 10 10 10 13 19 25 185 10 15 23 31 47 63 45 10 10 11 15 22 30 190 10 15 23 31 47 63 50 10 10 11 15 22 30 195 10 15 24 32 48 64 55 10 10 13 17 25 34 200 10 15 24 32 48 64 60 10 10 13 17 25 34 205 10 16 24 32 49 65 65 10 10 14 19 28 37 210 10 16 24 32 49 65 70 10 10 14 19 28 37 215 10 16 24 33 50 66 75 10 10 15 20 30 40 220 10 16 24 33 50 66 80 10 10 15 20 30 40 225 10 16 25 33 50 67 85 10 11 16 22 32 43 230 10 16 25 33 50 67 90 10 11 16 22 32 43 235 10 17 25 34 51 68 95 10 11 17 23 34 46 240 10 17 25 34 51 68 100 10 11 17 23 34 46 245 10 17 26 34 52 69 105 10 12 18 24 36 49 250 10 17 26 34 52 69 110 10 12 18 24 36 49 255 10 17 26 35 52 70 115 10 12 19 25 38 51 260 10 17 26 35 52 70 120 10 12 19 25 38 51 265 10 17 26 35 53 71 125 10 13 20 26 40 53 270 10 17 26 35 53 71 130 10 13 20 26 40 53 275 10 17 26 36 54 72 135 10 14 20 27 41 55 280 10 17 26 36 54 72 140 10 14 20 27 41 55 285 10 18 27 36 54 73 145 10 14 21 28 42 57 290 10 18 27 36 54 73 150 10 14 21 28 42 57 295 10 18 27 36 55 73 155 10 14 22 29 44 58 300 10 18 27 36 55 73 160 10 14 22 29 44 58 305 10 18 27 37 55 74 165 10 15 22 30 45 60 310 10 18 27 37 55 74 170 10 15 22 30 45 60 Note 1. Interpolation of loading requirements for A/V values between those stated above is acceptable. org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.SECTION 10:4 SPRAYED REACTIVE INTUMESCENT COATINGS List of Product Data Sheets FIRESTEEL 47-4 FIRESTEEL 47-4 EXT FIRESTEEL CLASSIC 120 FIRETEX FX1000 / FX2000 FIRETEX FX3000 / FX4000 FIRETEX FX5000 FIRETEX FX5002 FIRETEX FX7000 / FX8000 FIRETEX M95 INTERCHAR 212 INTERCHAR 963 INTERCHAR 973 NULLIFIRE SYSTEM S605 NULLIFIRE SYSTEM S606 NULLIFIRE SYSTEM S706 NULLIFIRE SYSTEM S707-60 NULLIFIRE SYSTEM S707-120 PROTEGAFIRE S168 SCOTCHKOTE PYROTECH SPX SCOTCHKOTE PYROTECH SPX90 SIKA UNITHERM SAFIR SIKA UNITHERM 38091 SPRAYFILM WB3 STEELGUARD FM549 STEELGUARD FM550 STEELGUARD FM560 STEELGUARD FM580 STEELGUARD FM585 STEELGUARD FM2570 STEELGUARD 551 STEELGUARD 561 Association for Specialist Fire Protection 157 Fire protection for structural steel in buildings th www. 4 NULLIFIRE S706 BP Amended tables added 28/04/08 10. Association for Specialist Fire Protection 158 Fire protection for structural steel in buildings th www.4 COPON products Pyrotech SPX and SPX90 BP New Manufacturer name now 3M E Wood and new address 15/01/08 10.company no longer in membership 28/04/08 10. 3 and 4 BP 20/11/07 10.4 COPON products Pyrotech SPX and SPX90 BP Amendments to numbering system and product name 18/02/08 10. 2.4 STEELGUARD FM549/550/560 BP Clarification to table headings for hollow sections all tables 20/11/07 10. Vol 1: Sections 1-8 & 10 and Vol 2: BP Section 9 Product Data Sheets 13/07/07 10:4 COPON PYROTECH SPX and SPX90: Requested by Amendments to information and data sheets following assessment E Wood 19/07/07 10:4 PROTEGAFIRE S168: Requested by Tables for 4 sided beams and columns.org.4 INTERCHAR 212 / 963 / 973 BP All new tables 17/12/07 10. 120min data 27/07/07 10:4 FIRETEX FX7000: BP Note on 4 sided RHS/SHS beams made clearer 20/11/07 ALL Sections renumbered sequentially.4 NULLIFIRE S605 BP New tables 18/02/08 10. omitted from earlier edition. 9 is now Bibliography and 10 the BP Product Data Sheets 20/11/07 10 Product Sections renumbered and called Vol 2 Parts 1.company no longer in membership 28/04/08 10.4 SPRAYFILM WB3 requested by Amendments to loading temps for universal columns (4 sided) for 30 Cafco and 90 mins Note 1: Amendments may only be inserted by ASFP Secretariat with approval of the ASFP Technical Officer. Protega are now included 19/07/07 10:4 SIKA UNITHERM 38091: BP Removal of extraneous figures from RHS beams.asfp.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .Amendments to Vol 2 Part 4: Section 10:4 DATE SECTION AMENDMENT SUMMARY SOURCE 27/06/07 10 List of Products amended BP 13/07/07 ALL Book divided into two volumes.4 INTUSTEEL WB BP Removed .4 BROSTEEL BP Removed . INTENTIONAL BLANK PAGE Association for Specialist Fire Protection 159 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org. Manufacturer FIRETHERM INTUMESCENT AND INSULATION SUPPLIES LIMITED Unit F. fibre free basecoat giving a good decorative appearance on its own.36mm (360 microns) dry.com 3. Durability Firesteel 47-4 provides a hard strong film that is highly resistance to impact and abrasion when fully cured. Availability Supplied direct from the manufacturers or local distributors overseas. Product description Water based thin film intumescent coating for interior use. 60 mins) fire protection strictly in accordance with Firetherm application instructions”. A wide selection of water based and solvent based.firetherm. a) Protection technique Profile b) Application technique Airless spray. 8. Appearance A bright white. cast iron and stainless steel.008mm (1008 micron) dry per brush coat 0. Crayford. Crayford Road. On site use Internal use only. Nominal specific gravity & solids SG Vol/solids Basecoat: 1. Kent DA1 4FT T: 01322 551010 F: 01322 552727 W: www. 4.5mm (500 microns ) wet / 0.FIRESTEEL 47-4 1. Association for Specialist Fire Protection 160 Fire protection for structural steel in buildings th www.asfp. 9. Acorn Industrial Park. 7.4mm (1400 microns) wet / 1. 2. Other applications Suitable for use on a range of suitably primed substrates such as galvanised steel.38 72 ±3% 5. single and two pack top seals available to BS4800. roller or brush c) Specification of the System “Apply Firesteel 47-4 onto suitably primed steelwork at a loading to achieve (30.org. 6.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Consult manufacturer for details of other substrates. smooth. BS381C and RAL colours. Wet coverage rates Maximum application rates for Firesteel 47-4 per spray coat 1. 006 1.290 210 0.490 115 0.110 0.668 1.463 0.409 0.620 0.190 260 0.730 3.150 0.000 135 0.864 1.850 0.100 140 0.580 0.840 95 0.350 1.417 0.140 145 0.100 1.320 0.330 0.347 2.380 1.650 90 0.220 155 0.770 0.053 1.525 1.400 1.450 0.530 0.430 180 0.471 0.532 1.340 170 0.650 0.340 0.959 1.370 3.910 208 0.880 3.630 3.340 2.591 1.700 185 0.330 1.710 120 0.750 320 0.400 2.390 175 0.310 0.990 225 0.500 0.660 0.590 200 0.FIRESTEEL 47-4 Universal columns and Universal beams HS columns & beams beams (4 sided) (3 sided) (4-sided) Hp/A Steel Temperature 550° C Steel Temperature 620° C Steel Temperature 510° C m-1 Total material thickness in mm for fire resistance periods (mins) 30 60 30 60 30 60 75 0.350 1.390 1.355 2.300 0.330 280 0.509 0.370 0.440 0.490 315 1.770 1.140 250 0.410 0.400 110 0.470 182 0.asfp.424 0.590 111 0.432 0.440 290 0.280 80 0.380 1.642 1.180 150 0.020 0.380 285 0.100 0.570 3.510 190 0.630 205 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .940 0.590 305 0.900 0.940 215 0.600 3.850 3.610 0.250 270 0.388 0.680 0.280 0.460 0.280 275 0.370 1.420 2.750 3.480 1.566 1.490 295 0.630 0.960 220 0.030 100 0.540 1.980 0.320 0.420 0.020 230 0.486 0.340 1.401 0.810 125 0.744 1.360 1.480 3.670 3.110 245 1.220 265 0.394 0.817 1.800 Note: 4 sided beam for 60 min protection is limited up to 230 Hp/A This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 161 Fire protection for structural steel in buildings th www.363 0.560 0.300 0.810 0.200 0.340 1.500 2.440 0.617 1.324 2.080 240 0.332 2.360 1.320 0.220 105 0.470 0.070 0.510 3.378 0.494 0.470 0.540 3.050 235 0.730 0.org.300 165 0.310 0.260 160 0.520 0.550 195 0.440 0.455 0.540 300 0.478 0.790 3.693 1.501 0.911 1.700 313 0.470 85 0.430 0.900 130 0.240 0.170 255 0.590 0.448 0.550 0.820 3.400 1.640 310 0.719 1.517 1.700 3. 388 72 ±3% Top seals a) Hempathane Enamel 5510E – High Gloss: 1. Appearance A bright white. A wide selection of two pack Hempathane PU top seals available to BS4800.4mm (1400 microns) wet / 1. smooth. Consult manufacturer for details of other substrates a) Protection technique Profile b) Application technique Airless spray.2 54 ±1% 5.FIRESTEEL 47-4 EXT 1.008mm (1008 microns) dry per brush coat 0.075mm (75 microns) wet / 0. Nominal specific gravity & solids SG V/solids Basecoat: 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .1mm (100 microns ) wet / 0. Availability Supplied direct from the manufacturers or local distributors overseas 4.3 54 ±1% b) Hempathane Top Seal 5510E – Semi Gloss: 1.firetherm. 60 mins) fire protection strictly in accordance with Firetherm application instructions” Association for Specialist Fire Protection 162 Fire protection for structural steel in buildings th www. Wet coverage rates Maximum application rates for Firesteel 47-4EXT per spray coat 1. Manufacturer FIRETHERM INTUMESCENT AND INSULATION SUPPLIES LIMITED Unit F. Acorn Industrial Park.5mm (500 microns) wet / 0.050mm (50 microns) dry 6.035mm (35 microns) dry Nominal application rate for Hempathane PU 5521E – Semi Gloss per spray coat 0.360mm (360 microns) dry Nominal application rate for Hempathane PU 5510E – High Gloss per spray coat 0. Crayford Road. On site use Internal and external 8. roller or brush c) Specification of the System “Apply Firesteel 47-4EXT and Hempathane 5510E (high gloss) or 5521E (semi-gloss) onto suitably primed steelwork at a loading to achieve (30. fibre free basecoat giving a good decorative appearance on its own. Durability Firesteel 47-4EXTprovides a hard strong film that is highly resistance to impact and abrasion when fully cured 9. Other applications Suitable for use on a range of suitably primed substrates such as galvanised steel.com 3. Product description Water based thin film intumescent coating 2. cast iron and stainless steel.org. BS381C and RAL colours 7. Kent DA1 4FT T: 01322 551010 F: 01322 552727 W: www. Crayford.asfp. 790 3.490 315 1.840 95 0.730 0.500 0.310 0.744 1.220 105 0.540 3.org.150 0.340 170 0.550 195 0.817 1.100 0.980 0.100 140 0.880 3.240 0.580 0.400 1.750 320 0.350 1.650 0.940 215 0.693 1.140 250 0.510 3.540 300 0.300 0.380 1.080 240 0.730 3.250 270 0.900 0.320 0.560 0.140 145 0.400 110 0.750 3.680 0.330 280 0.910 208 0.940 0.510 190 0.170 255 0.320 0.470 0.401 0.370 1.440 290 0.532 1.719 1.480 3.260 160 0.630 3.388 0.640 310 0.550 0.509 0.400 1.324 2.280 0.700 313 0.400 2.410 0.417 0.463 0.390 1.448 0.540 1.340 0.290 210 0.700 185 0.180 150 0.700 3.394 0.370 0.360 1.390 175 0.330 0.668 1.320 0.850 3.800 Note: 4 sided beam for 60 min protection is limited up to 230 Hp/A This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 163 Fire protection for structural steel in buildings th www.FIRESTEEL 47-4 EXT Universal columns and Universal beams HS columns & beams beams (4 sided) (3 sided) (4-sided) Steel Temperature 550° C Steel Temperature 620° C Steel Temperature 510° C Hp/A Total material thickness in mm for fire resistance periods (mins) m-1 30 60 30 60 30 60 75 0.590 305 0.530 0.110 245 1.959 1.360 1.620 0.450 0.378 0.380 285 0.900 130 0.424 0.280 80 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .355 2.220 155 0.478 0.380 1.470 85 0.911 1.525 1.050 235 0.590 0.710 120 0.070 0.590 111 0.610 0.190 260 0.409 0.110 0.770 1.020 0.347 2.820 3.440 0.030 100 0.570 3.517 1.310 0.470 0.660 0.500 2.100 1.420 0.490 115 0.350 1.330 1.340 2.430 0.810 125 0.053 1.650 90 0.363 0.630 0.480 1.220 265 0.960 220 0.486 0.600 3.420 2.300 165 0.470 182 0.440 0.864 1.332 2.300 0.370 3.340 1.566 1.020 230 0.430 180 0.494 0.501 0.280 275 0.440 0.617 1.520 0.591 1.006 1.460 0.770 0.630 205 0.642 1.455 0.850 0.590 200 0.471 0.990 225 0.340 1.670 3.200 0.810 0.432 0.asfp.000 135 0.490 295 0. Wet coverage rates Maximum application rates for Firesteel Classic 120 per spray coat 1. BS381C and RAL colours 7.FIRESTEEL CLASSIC 120 1.2mm (1200 microns) wet / 0. Crayford. smooth.075mm (75 microns ) wet / 0. On site use Internal and external 8. A wide selection of two pack Hempathane PU top seals available to BS4800. Nominal specific gravity & solids SG Vol/solids Basecoat: 1. Crayford Road. Consult manufacturer for details of other substrates a) Protection technique Profile b) Application technique Airless spray.100mm (100 microns ) wet / 0.asfp. Other applications Suitable for use on a range of suitably primed substrates such as galvanised steel. Manufacturer FIRETHERM INTUMESCENT AND INSULATION SUPPLIES LIMITED Unit F. Durability Firesteel Classic 120 provides a hard strong film that is highly resistance to impact and abrasion when fully cured.org.28 63 ±3% Top seals a) Hempathane Enamel 5510E – High Gloss: 1.768mm (768 microns) dry per brush coat 0.firetherm. Appearance A matt off-white. fibre free basecoat giving a good decorative appearance on its own. Acorn Industrial Park. 120 mins) fire protection strictly in accordance with Firetherm application instructions” Association for Specialist Fire Protection 164 Fire protection for structural steel in buildings th www.com 3. cast iron and stainless steel. Product description Solvent based thin film intumescent coating 2.050mm (50 microns ) dry 6. 9. Kent DA1 4FT T: 01322 551010 F: 01322 552727 W: www.5mm (500 microns ) wet / 0. Availability Supplied direct from the manufacturers or local distributors overseas 4.3 54 ±1% b) Hempathane Top Seal 5510E – Semi Gloss: 1. roller or brush c) Specification of the System “Apply Firesteel Classic 120 and Hempathane 5510E (high gloss) or 5521E (semi-gloss) onto suitably primed steelwork at a loading to achieve (90 .2 54 ±1% 5.035mm (35 microns ) dry Nominal application rate for Hempathane PU 5521E – Semi Gloss per spray coat 0.320mm (320 microns) dry Nominal application rate for Hempathane PU 5510E – High Gloss per spray coat 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . 150 185 2.000 228 3.400 50 0.500 150 2.400 0.800 57 0.750 125 1.900 206 2.600 40 1.asfp.200 55 0.000 70 0.800 38 0.000 198 2.950 155 1.400 90 1.600 165 3.800 43 0.400 88 2.org.400 71 1.600 93 1.800 94 2.450 1.900 1.100 36 1.200 110 1.600 76 1.100 240 3.000 100 2.350 1.200 220 2.800 190 3.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .300 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 165 Fire protection for structural steel in buildings th www.300 2.000 31 1.300 47 0.700 99 2.400 75 1.650 123 1.200 115 2.FIRESTEEL CLASSIC 120 Universal columns Universal beams Universal columns Universal beams and beams (4 sided) (3 sided) and beams (4 sided) (3 sided) Steel Temperature Steel Temperature Steel Temperature Steel Temperature Hp/A 550 C 620 C Hp/A 550 C 620 C -1 Total material thickness in mm for fire Total material thickness in mm for fire m m-1 resistance periods (mins) resistance periods (mins) 90 120 90 120 90 120 90 120 25 1.800 235 2.850 142 2.000 80 1.400 154 2.400 97 1.550 1.000 52 0.800 177 3.100 108 2.300 1.600 54 1.600 137 2.300 122 2.000 1.200 42 1.550 1.200 285 3.550 113 2.200 82 2.100 105 2.250 1.200 85 1.800 59 1.400 65 1.600 189 2.000 62 1.900 2.300 130 3.700 48 1.650 250 2.200 66 1.000 96 1.700 1.700 0.800 78 1.100 3.000 2.400 33 1.050 168 2.500 170 3.700 215 3.900 268 2.200 63 1. 170 40 1.860 195 2.000 2.060 90 2.720 165 2.800 2.520 3.830 255 3.860 66 205 2.610 3.200 2.980 80 2.asfp.org.630 240 3.470 3.FIRESTEEL CLASSIC 120 HS as columns and HS as beams HS as columns and HS as beams beams (4 sided) (3 sided) beams (4 sided) (3 sided) Steel Temperature Steel Temperature Steel Temperature Steel Temperature 520° C 590° C 520° C 590° C Hp/A Total material thickness in mm for fire Hp/A Total material thickness in mm for fire m-1 resistance periods (mins) m-1 resistance periods (mins) 90 120 90 120 90 120 90 120 25 1.570 235 3.900 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 166 Fire protection for structural steel in buildings th www.700 160 2.700 55 1.600 230 3.700 2.260 135 2.230 45 1.300 145 2.970 30 1.560 3.380 2.030 35 1.140 120 2.780 60 2.600 2.500 155 2.970 215 2.220 130 2.020 85 2.100 2.300 47 175 2.300 140 2.820 65 2.830 185 2.340 2.900 2.900 70 2.100 37 2.650 50 1.300 2.000 220 3.500 225 3.700 245 3.430 3.940 75 2.930 210 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .400 3.770 250 3.400 150 2.180 125 2.900 200 2.740 57 190 2.790 180 2.100 115 2.760 170 2. uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 167 Fire protection for structural steel in buildings th www. Performance in other tests Ongoing test program.Spray only c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 168 Fire protection for structural steel in buildings th www. Nominal specific gravity Firetex FX1000 : 1. Kestor Street.maximum application rate by brush. 1333 microns wet giving 1000 microns dry Firetex FX2000 is not suitable for brush application 6. Durability Both can be left for up to 6 months without topcoat when subjected to normal weather conditions 9. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex FX1000 .Spray or brush Firetex FX2000 .leighspaints.FIRETEX FX1000 / FX2000 1. 1333 microns wet giving 1000 microns dry Firetex FX1000 .35 kg/ltr Practical volume solids : 75% Firetex FX2000 : 1. Availability Supplied direct from the manufacturer 4.asfp. BL2 2AL T: 01204 521771 F: 01204 382115 W: www. Manufacturer LEIGHS PAINTS Tower Works.maximum application rate by spray.3 of this document). consult manufacturer for specific requirements. This product has also been tested in compliance with the ASFP/SCI test protocol for cellular beams (see Section 6.org.uk 3.co.36 kg/ltr Practical volume solids : 75% 5.maximum application rate by spray. Product Description Solvent based thin film intumescent coatings. FX2000 for shop application 2. Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7. Bolton. Wet coverage rate Firetex FX1000 . On site use Firetex FX1000 is for on site application for internal and limited external use Firetex FX2000 is for off site application for internal and limited external use 8. 10.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . FX1000 for site application. 400 microns wet giving 300 microns dry Firetex FX2000 . 370 0.790 190 0.200 0.200 0.385 1.350 1.460 1.515 1.210 0.805 0.200 0.330 0.250 0.360 90 0.365 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 169 Fire protection for structural steel in buildings th www.380 1.210 300 0.260 0.200 0.940 230 0.200 0.745 0.980 240 0.200 0.585 2.320 1.320 80 0.090 0.250 310 0.200 0.890 1.asfp.625 2.055 0.905 220 0.825 200 0.745 1.420 1.365 1.175 0.200 0.885 0.200 0.230 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .315 2.355 0.315 0.305 1.200 0.280 0.270 0.200 0.125 0.300 0.200 0.200 0.215 0.200 0.175 1.235 60 0.460 2.405 100 0.200 0.200 0.450 110 0.535 130 0.390 1.200 0.200 0.415 1.200 0.200 0.200 0.200 40 0.245 0.200 0.060 260 0.200 0.600 1.580 140 0.335 1.460 0.875 0.200 0.030 0.200 0.750 180 0.985 0.315 1.770 0.020 250 0.330 0.200 0.845 0.620 150 0.200 0.330 330 0.015 0.845 0.200 0.FIRETEX FX1000 / FX2000 I-Section columns and beams I-Section beams 3-sided 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Hp/A Critical Temp 620°C Critical Temp 550°C 30 60 90 120 30 60 30 0.865 0.220 0.200 0.330 1.865 210 0.665 160 0.490 120 0.200 0.020 0.275 0.200 0.030 0.200 50 0.240 0.205 0.200 0.475 1.345 1.845 0.710 170 0.695 0.325 1.200 0.095 270 0.org.550 2.200 0.030 1.275 70 0.200 0.525 0.290 1.235 0.440 1.135 280 0.200 0.185 0.200 0.290 320 0.945 0.355 1.405 1.600 2.840 0.200 0.330 0.735 0.265 0.695 0.300 1.200 0.660 2.910 0.200 0.175 290 0.200 0. 300 0.340 140 0.000 Note : 4-sided RHS/SHS beam loadings can only be used up to Hp/A 210 for 60 mins This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 170 Fire protection for structural steel in buildings th www.460 0.490 3.625 1.355 0.950 100 0.115 3.460 0.440 0.205 0.890 1.885 0.FIRETEX FX1000 / FX2000 Hollow Section Hollow Section beams 3-sided RHS/SHS columns CHS columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Hp/A Critical Temp 620°C Critical Temp 520°C Critical Temp 520°C 30 60 90 120 30 60 30 60 30 0.005 2.300 0.055 2.660 0.460 0.310 0.545 0.005 280 0.375 1.440 0.350 1.300 0.065 110 0.890 1.325 3.890 0.465 0.555 1.460 0.440 0.495 1.745 0.465 1.010 220 0.400 150 0.175 0.330 0.975 0.440 40 0.670 320 0.350 1.845 0.805 2.120 1.465 0.300 0.405 1.675 1.440 0.430 1.175 1.145 1.315 2.300 1.365 3.745 1.440 0.520 170 0.680 2.015 0.525 0.030 1.580 1.815 1.460 0.150 2.275 2.340 240 0.300 0.200 0.320 0.745 2.930 2.555 1.660 1.335 300 0.530 2.845 0.045 1.440 1.460 160 0.440 50 0.410 1.195 3.440 1.855 1.030 0.840 90 0.720 1.185 0.700 200 0.330 0.440 0.300 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .865 0.725 80 0.425 3.845 0.865 2.990 2.350 3.300 0.180 120 0.460 0.455 2.085 2.300 0.170 290 0.580 1.465 0.840 270 0.300 0.795 1.465 1.835 330 0.330 0.865 1.435 0.330 0.300 3.440 0.760 0.745 0.300 1.245 1.465 1.950 1.175 230 0.280 3.300 1.470 0.300 0.505 2.505 250 0.055 2.460 2.035 0.370 2.690 1.845 210 0.180 2.770 1.675 260 0.360 1.375 4.300 0.580 1.775 1.610 70 0.640 190 0.620 2.600 2.300 0.300 0.100 2.305 3.315 0.600 1.600 1.090 0.300 0.240 3.580 180 0.960 2.695 0.460 0.235 1.030 0.325 1.300 0.org.300 0.805 1.300 1.565 0.460 0.890 1.005 1.370 0.285 130 0.460 1.300 0.465 1.695 1.500 310 0.630 0.595 0.530 1.300 0.740 0.985 1.185 0.860 0.505 1.300 0.480 0.465 1.465 1.495 60 0.610 1.460 0.240 3.550 3.485 1.465 1.300 0.300 0.910 2.480 2.175 3.asfp. uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .org.asfp.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 171 Fire protection for structural steel in buildings th www. asfp. Product Description Solvent based thin film intumescent coatings.maximum application rate by spray. Performance in other tests Ongoing test program.FIRETEX FX3000 / FX4000 1. Nominal specific gravity Firetex FX3000 : 1.Spray or brush Firetex FX4000 . consult manufacturer for specific requirements 10. Wet coverage rate Firetex FX3000 . Kestor Street.maximum application rate by brush.33 kg/ltr Practical volume solids : 75% 5.32 kg/ltr Practical volume solids : 72% Firetex FX4000 : 1. 1333 microns wet giving 1000 microns dry Firetex FX4000 is not suitable for brush application 6. BL2 2AL T: 01204 521771 F: 01204 382115 W: www. 1333 microns wet giving 1000 microns dry Firetex FX3000 .org. 400 microns wet giving 300 microns dry Firetex FX4000 .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex FX3000 . On site use Firetex FX3000 is for on site application for internal and limited external use Firetex FX4000 is for off site application for internal and limited external use 8. FX4000 for shop application 2. Availability Supplied direct from the manufacturer 4.Spray only c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 172 Fire protection for structural steel in buildings th www.leighspaints. Durability Both can be left for up to 6 months without topcoat when subjected to normal weather conditions 9. FX3000 for site application. Manufacturer LEIGHS PAINTS Tower Works.uk 3. Bolton.maximum application rate by spray.co. 655 1.630 1.350 0.830 290 0.390 2.205 0.350 0.665 1.535 0.350 0.650 1.630 0.490 0.790 1.350 0.590 0.500 2.790 80 0.600 1.385 2.900 300 0.530 0.980 310 0.680 1.730 1.350 0.FIRETEX FX3000 / FX4000 I-Section beams 3-sided I-Section columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Hp/A Critical Temp 620°C Critical Temp 550°C 30 60 90 30 60 90 30 0.555 0.365 0.910 2.260 0.465 0.350 0.850 1.350 0.535 0.350 0.430 140 0.540 1.975 0.620 2.610 1.700 1.760 1.590 1.060 230 0.810 220 0.750 0.865 1.760 1.550 0.370 0.070 190 0.610 0.350 0.850 180 0.705 1.590 0.625 1.350 0.350 0.670 2.350 0.050 320 0.350 0.440 2.570 0.570 1.770 0.300 240 0.350 0.640 160 0.630 1.350 0.770 1.325 2.asfp.900 90 0.510 1.710 1.450 3.535 0.390 0.685 1.210 120 0.615 1.210 Note : 4-sided beam loadings can only be used up to Hp/A 220 for 90 mins This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 173 Fire protection for structural steel in buildings th www.680 2.640 1.965 1.800 260 0.590 1.520 3.580 60 0.545 0.580 3.670 0.955 0.710 0.350 0.080 0.640 3.690 70 0.200 2.560 2.070 1.820 1.425 0.060 0.560 1.650 1.770 280 0.350 0.990 3.560 210 0.265 2.885 0.380 0.710 270 0.330 2.665 1.630 0.585 1.350 0.160 0.560 0.740 170 0.650 1.350 0.440 0.370 40 0.130 330 0.650 0.555 0.org.010 1.770 2.550 250 0.890 1.090 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .855 0.350 0.205 2.570 0.310 200 0.350 0.030 1.800 0.140 1.880 1.320 130 0.310 0.930 2.195 0.350 0.350 0.420 0.620 1.820 1.410 0.480 1.530 150 0.575 1.875 0.000 100 0.425 0.110 110 0.150 2.975 0.085 0.510 0.565 0.670 0.950 1.260 2.450 1.950 2.480 50 0.375 0. 160 1.100 240 0.600 1.300 0.895 2.320 0.430 0.150 2.810 1.540 1.430 0.245 2.100 0.580 1.960 220 0.430 1.160 0.550 1.000 0.620 1.740 0.620 1.945 140 0.240 1.260 1.360 1.030 230 0.795 1.305 Note : 4-sided RHS/SHS beam loadings can only be used up to Hp/A 80 for 90 mins This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 174 Fire protection for structural steel in buildings th www.890 1.495 1.690 1.380 0.600 1.920 1.000 1.260 0.015 2.420 1.520 1.310 0.280 0.430 0.610 170 0.300 110 0.730 130 0.090 290 0.260 1.430 0.870 0.320 0.050 280 0.820 0.720 2.835 2.690 0.320 1.625 1.850 1.840 180 0.660 0.430 0.430 1.850 1.260 0.450 1.910 0.490 1.320 0.185 60 0.320 0.030 0.600 1.175 310 0.325 1.540 0.130 2.800 1.030 1.880 40 0.650 80 0.600 1.320 0.515 120 0.260 3.430 1.260 0.600 1.545 1.320 0.430 0.080 2.320 0.665 1.580 3.org.360 1.260 0.160 150 0.260 1.600 1.420 1.150 2.010 0.asfp.520 1.460 0.320 0.260 2.665 1.320 0.320 0.750 1.260 1.320 0.320 1.460 1.865 90 0.920 250 0.220 320 0.890 210 0.040 1.500 3.135 300 0.260 3.700 1.430 0.200 0.210 0.390 0.490 0.390 0.260 1.600 1.230 2.210 0.320 0.990 0.610 0.710 1.320 0.320 0.390 0.880 2.830 0.080 100 0.740 2.380 160 0.320 0.590 1.435 70 0.850 0.600 1.280 1.210 0.075 0.825 0.940 1.880 50 0.500 0.690 1.210 0.660 0.740 0.750 1.260 330 0.580 1.770 1.535 1.520 1.005 270 0.420 3.430 0.260 1.950 0.830 1.655 3.430 1.785 0.355 0.920 1.600 1.965 260 0.650 2.735 190 0.600 1.390 1.320 0.345 2.320 0.720 1.430 0.115 0.815 200 0.620 1.FIRETEX FX3000 / FX4000 Hollow Section RHS/SHS Hollow Section beams 3-sided CHS columns columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Hp/A Critical Temp 620°C Critical Temp 520°C Critical Temp 520°C 30 60 90 120 30 60 90 30 60 90 30 0.780 1.780 1.150 1.200 1.400 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .660 1.260 2.210 0.680 2. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 175 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org. co. Wet coverage rate Firetex FX5000 . Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7. Performance in other tests Ongoing test program.Spray or brush c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 176 Fire protection for structural steel in buildings th www. Bolton. Durability Can be left without topcoat in dry internal locations 9. BL2 2AL T: 01204 521771 F: 01204 382115 W: www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .leighspaints. Nominal specific gravity Firetex FX5000 : 1. Product Description Water based thin film intumescent coating for site application 2.org. consult manufacturer for specific requirements 10.asfp.maximum application rate by brush. 429 microns wet giving 300 microns dry 6. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex FX5000 . Kestor Street.maximum application rate by spray. 1400 microns wet giving 1000 microns dry Firetex FX5000 .uk 3.FIRETEX FX5000 1. On site use Firetex FX5000 is for on site application for internal use only 8. Manufacturer LEIGHS PAINTS Tower Works.32 kg/ltr Practical volume solids : 70% 5. Availability Supplied direct from the manufacturer 4. 02 190 0.22 0.34 270 0.21 0.22 0.org.42 90 0.09 200 0.61 0.21 0.01 0.22 0.22 0.595 0.27 250 0.21 0.21 0.24 40 0.36 80 0.21 0.22 0.30 260 0.31 0.22 0.41 1.asfp.93 0.21 0.38 1.37 280 0.22 0.85 0.76 0.22 1.46 310 0.24 50 0.71 140 0.26 1.22 0.21 0.21 0.29 1.72 0.42 1.21 0.22 0.21 0.21 0.21 0.36 1.24 60 0.21 0.21 0.25 1.46 0.22 0.65 130 0.33 0.57 0.21 0.30 1.27 1.36 0.77 150 0.49 320 0.22 1.21 0.59 120 0.40 290 0.65 0.22 1.22 0.30 70 0.FIRETEX FX5000 I-Section beams 3-sided I-Section columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Hp/A Critical Temp 620°C Critical Temp 550°C 30 60 30 60 30 0.29 0.24 240 0.39 1.35 1.22 0.21 0.32 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .84 160 0.3 0.21 0.21 230 0.52 Note : 4 sided beam loadings can only be used for 60 mins up to Hp/A 220 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 177 Fire protection for structural steel in buildings th www.21 0.22 0.90 170 0.33 1.22 0.18 0.09 0.22 0.21 0.21 0.96 180 0.18 220 0.43 300 0.63 0.21 0.27 1.53 110 0.41 0.15 210 0.21 0.25 0.24 1.35 0.21 0.21 0.21 0.55 0.21 0.21 0.67 0.47 100 0.21 0.51 0. 30 0.40 1.40 1.43 0.asfp.40 0.36 0.40 0.49 230 0.40 0.40 1.43 0.36 170 0.44 1.56 260 0.72 70 0.40 1.56 0.17 0.40 0.43 0.17 140 0.40 1.40 0.78 0.56 0.72 0.40 1.63 290 0.40 0.69 0.63 210 0.43 0.43 0.43 0.52 0.04 0.56 0.org.43 180 0.51 0.70 0.43 0.72 0.50 0.42 1.63 0.40 0.43 0.65 0.10 0.23 0.70 0.43 0.40 1.42 1.45 0.72 60 0.43 0.40 1.72 90 0.49 0.63 0.40 1.58 0.72 Note : 4 sided RHS/SHS beam loadings can only be used for 60 mins up to Hp/A 90 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 178 Fire protection for structural steel in buildings th www.47 220 0.23 150 0.40 1.72 40 0.43 0.43 0.63 0.79 0.72 0.43 0.65 300 0.43 0.40 1.40 1.43 0.72 80 0.56 200 0.78 100 0.40 1.40 1.43 0.85 0.72 50 0.67 0.72 0.53 250 0.75 0.43 0.60 0.48 0.91 0.64 0.43 0.10 130 0.43 0.40 0.72 0.43 0.82 0.40 0.47 0.43 0.40 1.67 310 0.40 0.58 0.70 320 0.43 0.72 0.40 0.40 0.60 280 0.49 0.50 190 0.40 1.43 0.54 0.40 0.65 0.53 0.43 0.40 0.58 270 0.61 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .04 120 0.59 0.43 0.91 110 0.53 0.47 0.67 0.FIRETEX FX5000 Hollow Section beams Hollow Section RHS/SHS CHS columns 3-sided columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Critical Temp 620°C Critical Temp 525°C Critical Temp 525°C Hp/A 30 60 30 60 30 60 30 0.43 0.72 0.30 160 0.40 0.44 1.40 0.51 240 0. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 179 Fire protection for structural steel in buildings th www.org.asfp.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Performance in other tests Ongoing test program.FIRETEX FX5002 1.maximum application rate by brush.33 kg/ltr Practical volume solids : 70% 5. Durability Can be left without topcoat in dry internal locations 9.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . consult manufacturer for specific requirements. 10.leighspaints.3 of this document).org. Kestor Street. On site use Firetex FX5002 is for on site application for internal use only 8. Wet coverage rate Firetex FX5002 . This product has also been tested in compliance with the ASFP/SCI test protocol for cellular beams (see Section 6. BL2 2AL T: 01204 521771 F: 01204 382115 W: www. Product Description Water based thin film intumescent coating for site application 2.maximum application rate by spray. Bolton. Availability Supplied direct from the manufacturer 4.asfp.Spray or brush c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 180 Fire protection for structural steel in buildings th www.co. Nominal specific gravity Firetex FX5002 : 1. Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7. 1400 microns wet giving 1000 microns dry Firetex FX5002 . 429 microns wet giving 300 microns dry 6. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex FX5002 . Manufacturer LEIGHS PAINTS Tower Works.uk 3. 635 0.460 150 0.340 320 0.425 0.355 Note : 4 sided beam loadings can only be used for 60 mins up to Hp/A 260 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 181 Fire protection for structural steel in buildings th www.200 0.345 100 0.260 0.200 0.675 0.200 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .230 50 0.200 0.200 0.200 0.370 110 0.460 0.255 0.210 0.600 210 0.200 0.asfp.200 0.960 270 0.325 90 0.200 0.210 0.210 0.210 0.210 0.200 0.200 0.785 0.275 310 0.035 280 0.240 0.330 1.440 0.245 0.485 160 0.200 0.215 0.200 0.200 0.415 130 0.210 0.200 0.480 0.290 1.215 0.210 0.305 0.230 0.525 0.795 250 0.200 0.FIRETEX FX5002 I-Section beams I-Section columns and beams 3-sided 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Critical Temp 620°C Critical Temp 550°C Hp/A 30 60 30 60 30 0.305 1.200 0.200 0.620 220 0.350 0.365 0.200 0.210 0.610 0.230 0.210 0.210 0.530 180 0.280 70 0.200 0.210 40 0.510 170 0.335 0.200 0.200 0.275 0.200 0.575 200 0.590 0.875 260 0.545 0.645 230 0.200 0.195 300 0.org.210 0.210 0.565 0.555 190 0.210 0.290 0.255 60 0.200 0.210 0.200 0.200 0.200 0.440 140 0.210 0.200 0.210 0.395 120 0.320 0.715 240 0.395 0.380 0.210 0.900 0.500 0.265 0.200 0.410 0.200 0.280 0.210 0.300 80 0.315 1.115 290 0.200 0. Availability Supplied direct from the manufacturer 4. consult manufacturer for specific requirements.FIRETEX FX7000 / FX8000 1.leighspaints.asfp.maximum application rate by spray. Product Description Solvent based thin film intumescent coatings. 1867 microns wet giving 1400 microns dry Firetex FX8000 is not suitable for brush application 6.33 kg/ltr Practical volume solids : 75% 5. Wet coverage rate Firetex FX7000 . This product has also been tested in compliance with the ASFP/SCI test protocol for cellular beams (see Section 6. Manufacturer LEIGHS PAINTS Tower Works.Spray or brush Firetex FX8000 .org. On site use Firetex FX7000 is for on site application for internal and limited external use Firetex FX8000 is for off site application for internal and limited external use 8. 486 microns wet giving 350 microns dry Firetex FX8000 .Spray only c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 182 Fire protection for structural steel in buildings th www. Durability Both can be left for up to 12 months without topcoat when subjected to normal weather conditions 9. FX7000 for site application. Performance in other tests Ongoing test program. 10. 1944 microns wet giving 1400 microns dry Firetex FX7000 .3 of this document). BL2 2AL T: 01204 521771 F: 01204 382115 W: www.co. Bolton. Kestor Street. FX8000 for shop application 2.uk 3.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Nominal specific gravity Firetex FX7000 : 1.maximum application rate by brush.maximum application rate by spray. Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7.32 kg/ltr Practical volume solids : 72% Firetex FX8000 : 1. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex FX7000 . 290 1.605 1.385 0.450 2.290 0.960 0.365 1.310 1.295 0.675 3.310 1.750 0.305 2.970 320 0.310 0.380 2.325 2.050 200 0.310 0.290 0.325 Note : 4 sided beam loadings can only be used up to Hp/A 250 for 90 mins and Hp/A 180 for 120 mins.310 1.310 0.735 3.610 3.290 0.310 0.575 0.290 0. This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 183 Fire protection for structural steel in buildings th www.310 1.905 1.310 0.855 190 0.470 220 0.970 2.800 0.230 2.580 0.825 3.925 3.900 1.645 1.290 1.010 0.930 1.760 260 0.310 0.525 2.310 0.610 300 0.135 0.310 0.750 0.310 0.770 0.790 310 0.160 3.805 2.155 1.310 0.450 2.725 1.310 0.org.810 1.860 1.310 0.310 0.290 0.310 0.685 2.435 250 0.310 0.370 0.545 2.045 3.560 0.335 60 0.665 1.290 0.050 2.605 1.565 1.415 1.310 0.165 3.310 1.980 1.310 0.310 1.410 1.765 1.820 1.750 3.645 1.390 1.410 0.080 2.315 0.745 1.245 0.310 0.900 3.235 0.145 330 0.490 1.290 0.945 40 0.580 0.690 1.075 0.230 0.775 1.585 1.885 140 0.310 0.310 0.370 0.475 1.310 0.asfp.585 1.290 0.905 0.290 1.410 3.160 2.310 0.310 0.205 2.435 0.095 3.050 2.310 0.550 3.110 0.290 0.FIRETEX FX7000 / FX8000 I-Section beams 3-sided I-Section columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Critical Temp 620°C Critical Temp 550°C Hp/A 30 60 90 120 30 60 90 120 30 0.960 0.275 2.310 0.660 180 0.290 0.290 1.080 150 0.915 0.740 0.310 1.600 3.495 2.525 70 0.010 2.290 0.895 1.385 2.975 4.290 0.510 1.290 0.295 0.820 1.495 120 0.310 0.305 110 0.265 0.310 1.890 1.865 0.795 230 0.055 1.880 0.685 0.110 100 0.480 2.095 0.685 1.270 160 0.365 1.945 2.850 1.465 170 0.435 1.290 0.365 0.915 90 0.080 270 0.415 0.310 0.290 0.440 1.150 4.290 0.340 1.525 1.465 2.670 3.315 1.625 0.290 1.730 1.495 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .490 290 0.295 0.140 50 0.410 280 0.310 0.740 1.990 2.250 3.720 80 0.280 3.290 0.690 130 0.330 4.345 0.240 210 0.310 0.565 2.115 240 0.820 0.290 0. asfp.400 2.265 1.550 2.510 1.635 270 0.000 0.505 1.045 2.865 3.FIRETEX FX7000 / FX8000 Hollow Section RHS/SHS Hollow Section beams 3-sided CHS columns columns and beams 4-sided Basecoat dft (mm) required for a fire resistance period of (mins) Critical Temp 620°C Critical Temp 520°C Critical Temp 520°C Hp/A 30 60 90 120 30 60 90 120 30 60 90 120 30 0.640 0.790 3.365 2.785 2.285 0.655 3.265 3.620 60 0.410 1.415 1.140 300 0.260 2.505 1.285 0.000 0.575 0.100 50 0.505 1.285 0.285 1.880 Note: 4 sided RHS/SHS beam loadings can only be used up to Hp/A 110 for 60 mins.715 3.440 1.700 4.285 1.305 2.430 0.560 3.995 1.585 0.110 170 0.000 0.995 2.360 2.475 1.785 0.215 2.060 1.415 2.000 0.285 2.295 250 0.130 2.870 2.890 1.445 200 0.150 1.815 4.865 1.360 90 0.505 1.945 3.425 3.915 150 0.735 2.125 240 0.285 0.715 130 0.740 0.285 0.285 2.285 0.210 180 0.365 2.000 0. Hp/A 60 for 90 mins and not at all for 120 mins.575 1.470 2.365 2.260 1.350 1.780 3.285 1.380 2.290 0.360 2.org.025 4.955 230 0.860 0.545 1.505 1.180 1.850 0.720 0.505 1.285 2.100 40 0.435 1.465 260 0.285 0. This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 184 Fire protection for structural steel in buildings th www.285 0.285 0.535 1.630 2.535 2.360 70 0.640 0.525 1.515 3.060 140 0.005 0.535 3.000 0.535 1.615 3.910 0.975 0.020 110 0.265 1.360 1.670 1.505 1.265 1.285 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .535 1.400 2.610 1.535 1.515 1.285 0.285 1.695 1.955 2.800 1.865 1.610 1.535 1.265 1.640 1.615 210 0.535 1.365 2.100 4.265 2.150 0.835 330 1.735 1.290 4.535 1.285 1.285 1.785 220 0.605 3.125 0.045 0.285 0.505 1.010 160 0.285 0.030 0.290 310 0.360 2.285 0.670 1.000 0.365 2.610 1.365 2.790 320 0.285 1.285 2.505 1.675 1.675 100 0.930 1.535 1.975 290 0.580 0.540 1.280 0.365 120 0.380 0.745 4.805 280 0.055 1.535 1.820 2.340 1.400 2.480 1.710 3.435 0.525 0.515 3.310 190 0.470 3.290 0.360 80 0.285 0.285 0.285 0. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 185 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .org.asfp. Durability Can be left without topcoat in most locations but being an epoxy material. Performance in other tests Ongoing test program. Manufacturer LEIGHS PAINTS Tower Works. Bolton.leighspaints. Wet coverage rate Firetex M95 . Product Description Solvent based thin film epoxy intumescent coating for site or shop application 2. BL2 2AL T: 01204 521771 F: 01204 382115 W: www. consult manufacturer for specific requirements 10.uk 3. Nominal specific gravity Firetex M95 : 1.asfp.co. On site use Firetex M95 is for on site or in shop application for internal or external use 8. Kestor Street. will chalk when exposed to UV light 9.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Appearance Smooth matt finish with a variety of topcoats available in a wide range of colours 7.26 kg/ltr Practical volume solids : 85% 5. 2350 microns wet giving 2000 microns dry Firetex M95 is not suitable for brush application 6.Spray only c) Specification of system Consult manufacturer for specific details Association for Specialist Fire Protection 186 Fire protection for structural steel in buildings th www. Availability Supplied direct from the manufacturer 4. Other applications Consult manufacturer a) Protection technique Profile b) Application technique Firetex M95 .maximum application rate by spray.FIRETEX M95 1.org. 000 6.0 18.0 250 2.0 3.0 13.0 3.5 14.0 3.0 6.0 9.0 3.330 12.000 3.5 11.0 11.000 13.000 3.5 270 4.5 70 3.0 15.385 7.5 3.0 6.520 12.900 12 15 2.5 40 3.000 8.460 8.5 18.0 3.000 2.710 8 8 2.5 11.000 2.0 18.0 3.0 9.0 14.0 3.000 4.000 3 5 2.000 14 19 3.5 11.5 260 3.0 7.610 8.5 5.560 10.0 160 2.0 7.0 13.0 14.000 13.5 290 2.org.0 5.0 10.0 3.5 9.000 2.5 3.0 10.0 3.5 80 3.000 4.000 13 17 2.275 7.5 18.5 17.5 17.0 7.5 20.0 9.585 8.370 10.0 14.0 140 2.0 3.5 17.5 210 2.0 8.570 12 14 2.000 15.5 270 2.000 3 3 2.0 4.0 8.0 14.0 15.0 18.5 5.0 4.0 13.0 15.0 120 3.0 19.0 19.0 180 2.0 5.5 280 2.790 8.0 7.5 16.0 3.5 250 3.0 16.5 320 5.0 6.0 8.0 5.000 14.000 2.0 5.000 13 18 2.370 7 7 2.5 12.0 3.945 11.0 16.0 3.000 8.0 14.000 3.0 5.0 16.000 2.5 9.690 8.5 60 3.5 14.000 4 6 2.5 30 3.885 11 12 2.0 17.0 7.000 2.0 3.360 7.000 2.5 150 3.770 8.5 16.0 15.5 240 3.5 4.0 5.0 13.550 10 10 2.0 330 5.5 13.0 17.050 9 9 2.500 14.0 16.5 11.0 13.0 3.705 12.5 10.5 230 2.5 300 2.0 18.000 4.0 90 2.0 3.000 3.0 3.0 8.0 17.000 2.0 220 2.720 11 12 2.5 17.5 18.000 13 18 2.000 2.135 12.000 2.5 10.000 13 16 2.0 7.0 80 2.0 8.0 190 3.5 17.0 12.5 3.5 12.0 160 3.405 7.5 310 5.000 3.0 19.000 9.5 320 3.0 4.0 20.5 11.0 3.0 3.0 12.5 10.0 3.5 4.450 8.0 14.055 11 13 2.000 2.000 3.085 4.225 11 13 2.0 13.500 14.5 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 187 Fire protection for structural steel in buildings th www.0 120 2.5 5.0 3.5 50 2.5 15.160 4.5 12.200 6 7 2.5 19.000 2.0 17.5 9.000 2.0 8.0 20.0 190 2.0 110 2.0 90 3.035 6 7 2.0 17.5 3.5 330 3.925 9.5 9.0 3.5 4.5 280 4.535 8.5 17.5 170 3.000 9.795 8.5 12.0 170 2.0 8.5 60 2.020 6.0 6.0 8.0 5.5 13.0 11.000 15.0 3.0 3.0 10.5 310 2.0 14.000 5.0 5.0 14.0 4.5 9.000 3.0 9.0 12.215 7.010 4.000 2.0 17.5 3.535 7 8 2.735 12 15 2.0 7.5 70 2.5 13.010 4.5 14.0 3.0 4.0 200 2.000 3.000 15.000 3.0 6.0 3.0 3.0 210 3.5 10.0 130 3.0 3.5 11.000 2.5 3.000 2.5 9.0 7.890 13.5 13.0 100 3.0 3.000 2.0 16.000 2.0 3.0 4.000 5 6 2.5 17.235 4.0 110 3.600 8.asfp.000 3.0 200 3.FIRETEX M95 I-Section columns and beams Hollow Section RHS/SHS I-Section beams 3-sided CHS columns 4-sided columns Basecoat dft (mm) required for a fire resistance period of Basecoat dft (mm) required for a fire resistance period of (mins) (mins) Critical Temp 620°C Critical Temp 550°C Critical Temp 550°C Critical Temp 550°C Hp/A 30 60 90 120 30 60 90 120 Hp/A 30 60 90 120 30 60 90 120 30 2.000 4.5 230 3.5 260 2.750 11.220 10 10 2.0 10.0 3.0 12.0 14.000 13 16 2.5 15.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .0 15.000 13.100 4.0 300 5.880 9 9 2.0 13.0 14.0 8.0 4.0 16.0 4.5 14.000 6 7 2.0 19.845 9.000 2.310 4.000 3.5 11.000 14.0 14.0 13.0 3.5 50 3.0 6.5 11.000 2.985 9.0 3.185 4.000 3.0 5.0 3.000 3.400 12 14 2.000 2.0 3.5 12.175 10.000 2.5 240 2.0 14.0 17.5 11.0 15.385 10 10 2.0 150 2.0 40 2.5 3.0 15.000 3 4 2.5 290 4.0 130 2.0 140 3.0 220 3.0 9.000 13 18 3.0 3.0 15.0 3.5 3.0 100 2.5 180 3.5 7.0 9.0 9.5 5.5 9.0 4.5 12.000 2. Nominal specific gravity 1. Other applications Suitable for the fire protection over a range of other substrates* 11. 2. 8.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Appearance When applied by airless spray a textured. Optimised for 90 and 120 mins fire duration periods.INTERCHAR 212 1. 9. Performance in other tests Manufactured in accordance with the requirements of ISO 9001 Blast tested to 4 bar over-pressure with no degradation of the film 10. Manufacturer INTERNATIONAL PAINT LTD Protective Coatings. Product Description A two pack epoxy intumescent coating with decorative top seal range meeting the most stringent VOC regulations World-wide.asfp. With suitable application procedures a bespoke architectural finish can be achieved Full range of BS4800 / RAL shades available using International’s range of approved top-seals 7.org. Wet coverage rate Theoretical coverage rate - 0. Specification of system Blast clean using steel grit to Sa 2½ to give 50-75 microns profile* Apply an approved primer from International Paint or other approved source Apply fire protection to the required thickness Apply the selected decorative approved top-seal where required *see International’s working procedures and data sheet for further information Association for Specialist Fire Protection 188 Fire protection for structural steel in buildings th www. Can be used without a top-seal in aggressive exterior environments. after with respect to single pack products.com 3. sheen appearance is attained.0 kg/l (Applied product density) 5.5 m2/litre at 2mm dry film thickness at stated volume solids 6. Gateshead. Protection technique Profile 12. Felling. Availability Supplied direct from the manufacturer or regional office 4. NE10 0JY T: 0191 4012376 F: 0191 4950676 W: http://www. Durability Superior resistance to exterior ageing. impact and abrasion.international-pc. Application technique Hot twin feed airless spray or modified single leg airless spray. Can be applied by trowel to small areas 13. On site use Can be used for both internal and external applications including C5 environments (ISO 12944). 63 3.80 125 1.00 2.00 2.80 2.73 3.20 1.00 2.54 7.41 4.73 1.20 1.73 1.02 3.20 3.48 165 1.20 1.00 2.32 4.64 55 1.20 1.00 3.15 6.18 2.20 1.00 2.00 2.14 2.00 2.17 145 1.76 3.63 2.54 7.20 1.23 4.73 6.00 2.02 6.00 2.71 2.00 2.04 4.62 175 1.20 4.73 2.26 2.13 4.00 2.54 5.99 2.59 5.00 2.21 4.15 5.20 6.47 5.00 25 1.20 1.22 100 1.22 2.00 2.73 1.00 2.08 140 1.00 2.73 1.00 2.4 sided I-Section columns .20 1.46 5.73 1.19 2.36 7.20 1.63 2.66 5.91 6.20 2.20 1.47 110 1.63 5.06 6.38 3.80 6.00 2.00 3.00 2.00 15 1.00 3.75 185 1.63 2.00 2.34 3.73 1.00 2.20 1.40 5.20 1.00 2.20 1.04 4.68 5.71 2.38 4.00 2.00 20 1.85 40 1.73 2.71 2.00 2.78 4.55 170 1.00 3.75 5.73 1.20 1.00 2.00 2.78 5.00 2.00 3.14 45 1.00 2.02 6.62 2.00 3.92 3.20 1.20 1.77 3.80 2.20 1.70 5.08 215 1.00 2.00 2.64 2.59 5.20 1.00 2.63 2.4 sided factor Critical Temp 620°C Critical Temp 620°C Critical Temp 550°C Hp/A 30 60 90 120 30 60 90 120 30 60 90 120 5 1.00 3.00 2.00 2.20 1.90 2.06 3.31 240 1.08 2.87 195 1.20 1.00 2.23 4.57 3.20 1.00 3.00 2.13 220 1.20 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .00 2.57 7.3 sided I Section beams .00 2.90 2.20 1.00 2.00 2.00 2.00 2.20 1.73 3.57 7.00 2.61 5.63 4.87 4.84 2.29 6.28 2.00 2.73 3.00 2.00 2.00 2.00 3.53 5.94 2.00 2.00 2.00 2.96 4.00 2.85 3.74 4.08 2.61 5.20 1.20 1.56 35 1.08 2.75 5.46 2.40 7.00 2.13 4.08 2.96 2.08 2.00 2.20 1.73 1.55 4.00 2.31 4.20 1.00 2.20 1.20 1.00 2.47 4.00 3.58 2.41 160 1.20 1.63 2.20 1.49 4.20 1.00 2.96 6.00 2.00 2.23 2.11 6.00 2.46 75 1.63 4.15 6.82 2.33 2.57 5.95 5.27 235 1.53 2.41 4.08 4.20 1.00 2.57 5.00 2.08 4.00 2.20 3.00 2.73 1.00 2.73 2.80 5.00 2.69 180 1.70 3.00 2.90 2.73 1.20 1.78 5.20 1.77 5.00 2.00 2.05 5.17 4.00 3.20 2.00 2.20 1.00 2.00 2.00 2.00 2.60 6.20 1.20 1.31 5.23 5.20 1.32 7.00 2.00 2.35 2.20 1.99 2.27 70 1.51 7.73 3.77 2.00 3.68 5.20 1.63 2.17 2.19 2.00 2.24 4.73 1.32 7.07 2.62 2.39 5.73 1.20 1.20 1.27 3.35 4.13 2.65 5.97 3.79 2.00 2.59 2.47 7.00 2.00 2.47 7.85 5.20 1.63 5.56 3.00 2.24 4.23 5.44 4.08 65 1.39 2.00 2.20 2.09 4.31 5.20 1.84 60 1.20 2.00 2.00 2.00 2.00 2.00 3.91 3.00 2.00 2.01 2.02 3.28 4.18 225 1.41 3.85 6.67 6.99 3.63 80 1.95 5.20 2.08 2.52 2.48 3.52 5.00 2.00 2.00 2.20 1.51 7.00 2.81 190 1.00 2.89 2.00 10 1.20 1.73 2.63 2.20 1.00 2.26 2.66 5.00 2.20 1.03 2.20 1.37 4.39 50 1.80 6.20 1.35 105 1.00 2.34 2.59 115 1.62 2.00 2.00 2.44 7.00 2.39 5.59 5.20 1.57 3.00 2.09 4.60 6.11 6.00 2.14 2.36 7.38 3.87 2.71 5.00 2.00 2.54 5.00 2.31 2.54 5.37 4.27 2.00 2.63 2.20 1.20 2.24 6.00 2.09 4.00 2.38 4.73 1.20 1.81 2.56 2.67 6.55 2.17 2.00 2.75 2.20 1.20 2.35 4.71 5.00 2.70 120 1.00 2.63 2.47 4.08 4.85 6.78 5.67 4.20 1.34 5.20 1.76 3.44 2.00 2.44 2.90 130 1.92 3.35 2.50 4.63 2.00 3.23 230 1.17 2.20 1.17 4.00 2.20 1.98 205 1.63 2.20 1.00 2.84 3.00 2.00 2.00 2.20 2.53 2.20 1.14 5.21 5.00 2.08 95 1.asfp.44 4.00 2.93 200 1.35 2.52 5.85 2.00 2.91 6.96 6.00 2.00 2.20 2.28 30 1.03 210 1.74 4.39 2.00 2.98 2.31 4.85 5.00 2.47 2.77 5.20 2.73 6.20 1.05 5.00 2.73 5.00 2.73 2.20 1.06 6.20 1.73 5.00 2.00 2.org.49 4.47 5.20 2.29 6.44 4.24 6.84 6.00 2.70 2.00 2.48 2.35 Association for Specialist Fire Protection 189 Fire protection for structural steel in buildings th www.00 2.20 1.14 5.INTERCHAR 212 Section I Section beams .26 150 1.63 2.54 5.73 2.63 2.28 4.27 2.98 2.80 2.70 5.35 2.20 1.03 4.50 4.20 1.00 2.99 135 1.00 2.94 90 1.00 2.34 155 1.20 1.00 2.20 1.26 2.69 2.40 7.44 7.41 2.71 5.80 5.20 1.20 1.28 5.20 6.93 2.21 4.00 2.00 2.79 85 1.99 2. 51 50 2. . 2.12 2.98 5.95 30 2.60 7.74 300 1.08 4.68 5.79 7.59 5.72 5.00 2.00 2.00 2.00 2.00 2.00 2.64 2.54 5.20 2.40 65 2.56 5.00 2.00 2.89 2.48 120 2.40 2.00 3.00 2.10 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .00 2.93 5.98 2.96 5.20 2.96 5.33 7.00 2.00 3.20 2.39 2.54 7.00 2.00 2.59 5.59 6.45 4.71 2.16 2.95 2.00 2. .01 4.00 2. .86 5.81 5.62 7.00 3.45 5. . .00 3.51 2.00 2.39 4.19 2.asfp.00 . - 320 1.47 260 1.20 2.10 6.88 .00 2.51 5.00 15 2.00 2.00 2.34 4.25 2.10 80 2.90 5.00 2.84 7.00 2.72 6. .00 2.63 7.00 2.00 2.00 2.55 5.20 2.58 275 1.87 5. . 2.47 2.51 265 1.00 .00 2.27 7.71 295 1.00 2.20 2.00 2.15 4.00 2.00 2.41 35 2.72 5.74 7.98 Association for Specialist Fire Protection 190 Fire protection for structural steel in buildings th www.34 2. .25 4. .20 2.14 7.92 6.50 5.30 4.18 2.22 4.86 2.45 6.00 2.52 2.41 4. - This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Section CHS Columns RHS/SHS Columns .3 sided I Section beams .00 2.40 4.94 5.49 2.00 3.84 .58 2. .00 2.00 2.46 7.00 2.71 7.62 7. - 325 1.18 4.00 2.00 2.00 .00 2.92 5.20 2.28 4.01 4.83 5.88 7.79 7.34 2.4 sided factor Critical Temp 620°C Critical Temp 620°C Critical Temp 550°C Hp/A 30 60 90 120 30 60 90 120 30 60 90 120 245 1.86 135 2.77 305 1.00 2.91 5.54 7.00 2. .89 5.33 4.95 7.00 2.00 2.15 5.19 110 2.81 5.13 3.20 2.20 2.19 6.28 4.00 2.70 2.20 2.81 7.43 2. .00 2.41 2.64 70 2.43 2.20 2.64 5.76 6. - 310 1.80 2. .51 2.00 .00 2.00 2.86 7.57 6. .86 7.43 255 1.00 2.43 7.00 2. .4 sided factor Critical Temp 520ºC Critical Temp 520ºC Hp/A 30 60 90 120 30 60 90 120 10 2.46 7.00 2.94 4.15 5.00 2. .00 2.48 2. .00 2.00 .00 2.37 7.00 2.28 4.69 95 2.00 2.50 5.00 2.00 2.74 130 2.07 2.15 4. .84 5.36 4.12 60 2. . .25 2.88 2.69 2.38 6.00 2.20 2.96 7.86 .24 7.76 7.00 2.00 2. .61 2.91 5.00 2. .41 4.20 2.18 45 2.83 5.63 7. - 330 1.65 285 1.00 2. .84 55 2. .00 2.00 3.22 4.74 2.87 5.68 290 1.64 5.61 5.55 2.89 5.00 2.84 5.94 5.07 7. .51 2.84 6.39 250 1.00 2.00 2.94 4.69 7.59 5.76 7.Section I Section beams .34 2.00 2.98 2.67 3. .40 3. 2.68 5.48 5.40 4.96 7.00 2.18 4.00 2.00 2.51 90 2.66 7.86 100 2.45 5.00 2.00 2.61 5.55 5.17 7.65 2.20 2.25 2.67 6.16 2.00 2.00 2.40 3.29 6.00 2.03 2.00 2.org.00 2.49 25 2.20 2.23 4.00 2.61 2.00 2.86 2.00 2.20 4.62 280 1.80 40 2.81 5.30 6.32 2.74 7.34 115 2.08 4.43 4.62 2.84 6.32 85 2.71 7.00 6.80 2.00 2.00 2.30 6.88 75 2.61 2.90 5.86 5.00 2.00 2.20 2.84 2.00 2.00 2.55 270 1.4 sided I-Section columns .59 6.61 5.00 2. .45 6.67 3.98 5.41 4.17 7.20 2.07 7.81 7.00 2.00 2.68 2.00 3.00 2. .00 2.00 2.69 7.20 2.00 2.25 20 2.72 6.48 6.00 3.66 7.00 2.61 125 2.81 5.27 7. .92 5.43 2.05 7.00 3. - 315 1.93 5.03 105 2.00 3.34 4.00 2.60 7.00 .52 7.00 2.52 2. .37 7.20 2.00 2. 05 9.00 3.17 6.44 7.38 9.89 9.25 6.93 6.93 6.63 250 2.97 2.91 2.19 6.09 145 2.00 2.30 6.18 2.07 300 2.83 5.20 150 2.10 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 191 Fire protection for structural steel in buildings th www.00 2.39 7.30 2.00 3.04 200 2.32 6.00 3.36 225 2.95 9.92 9.95 285 2.82 270 2.11 8.00 3.00 3.00 3.00 2.64 9.63 2.10 10.57 2.74 2.19 6.95 2.92 8.11 6.73 2.99 290 2.72 9.11 6.42 2.41 7.11 2.41 7.27 6.99 9.35 6.09 6.06 6.09 6.00 3.68 255 2.42 9.97 195 2.86 9.00 3.30 220 2.00 2.95 9.00 2.33 8.00 3.00 2.00 3.21 6.33 8.36 2.80 5.78 265 2.00 3.03 295 2.00 3.10 2.00 3.00 3.36 6.00 3.76 9.00 3.00 3.56 9.86 5.00 3.00 2.24 2.39 7.12 10.00 2.82 185 2.33 6.83 5.05 9.22 8.47 9.96 6.92 8.00 3.89 9.48 2.48 165 2.00 3.00 3.07 10.38 9.83 9.00 3.00 2.06 6.90 190 2.asfp.00 3.18 210 2.53 240 2.51 9.00 3.36 6.99 6.48 2.76 5.22 8.00 3.00 3.86 275 2.30 155 2.00 3.11 8.99 6.57 170 2.00 3.00 3.85 8.56 9.76 9.00 2.00 3.58 2. Section CHS Columns RHS/SHS Columns .86 9.78 8.00 3.24 215 2.42 230 2.78 8.23 6.86 5.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .05 8.39 160 2.00 2.01 6.17 8.82 2.47 9.64 9.76 5.68 2.20 2.80 9.29 6.70 8.74 180 2.42 7.68 9.70 8.30 2.45 7.99 9.42 9.04 6.org.00 3.02 9.21 6.07 10.00 3.39 2.15 6.38 6.60 9.44 7.35 6.00 3.00 3.89 5.00 3.27 6.66 2.00 2.01 6.60 9.04 6.05 8.13 6.00 3.00 3.38 6.00 3.33 6.68 9.28 8.66 175 2.98 8.00 2.73 260 2.00 2.91 280 2.48 235 2.00 3.23 6.53 2.86 2.00 3.28 8.15 6.00 3.13 6.25 6.30 6.42 7.80 9.00 3.45 7.00 3.96 6.07 2.99 2.83 9.85 8.98 8.00 3.4 sided factor Critical Temp 520ºC Critical Temp 520ºC Hp/A 30 60 90 120 30 60 90 120 140 2.80 5.12 10.00 3.00 3.04 2.32 6.82 2.78 2.00 3.00 2.09 2.00 2.51 9.10 10.02 9.29 6.00 3.17 6.00 3.72 9.90 2.89 5.17 8.11 205 2.03 2.92 9.58 245 2. Appearance When applied by airless spray produces a flat architectural finish Full range of BS4800 / RAL shades available using International’s range of approved top-seals 7. Successfully fire tested utilising structural sections after accelerated and natural ageing. Specification of system Blast clean using steel grit to Sa 2½ to give 50-75 microns profile* Apply an approved primer from International Paint or other approved source Apply fire protection to the required thickness Apply approved top-seal where required *see International’s working procedures and data sheet for further information Association for Specialist Fire Protection 192 Fire protection for structural steel in buildings th www. On site use Can be used for both internal and external applications* 8. Durability Good resistance to impact and abrasion after suitable drying periods. NE10 0JY T: 0191 4012376 F: 0191 4950676 W: http://www.com 3. Application technique Airless spray.37 kg/l (Practical Volume Solids 75% . Nominal specific gravity 1. Performance in other BS tests Tested according BS476 part 7 – Class 1 Tested in accordance with NES711 and NES713 Manufactured in accordance with the requirements of ISO 9001 10. Manufacturer INTERNATIONAL PAINT LTD Protective Coatings. Protection technique Profile 12.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Gateshead. Availability Supplied direct from the manufacturer or regional office 4.0 m2/litre at 750 microns dry film thickness at stated volume solids 6. 9.international-pc. Product Description Solvent borne thin film intumescent coating with decorative top seal range optimised for 60 minute fire duration 2. Wet coverage rate Theoretical coverage rate - 1.INTERCHAR 963 1. roller or brush 13.asfp. Other applications Contact International for further information 11.org. Felling.measured in accordance with ISO 3233) 5. 30 0.28 0.30 0.30 0. 0. 0.30 0.74 65 0. 0.28 0.30 0.29 . 0.28 0.60 1.05 0.30 0.58 0.30 0.30 1.30 0.40 - 260 0.40 0. 0.94 90 0.09 110 0.30 0.28 0. .94 0. 0.67 .53 1.42 0. 0.28 0.30 0.29 - 235 0.31 .65 - 185 0.63 .30 1.12 0.30 0. 0.26 - 230 0.29 0.58 0.30 0.29 135 0.97 . 0.30 0.45 155 0.28 0.28 0.52 1.59 1.28 0. 0.35 0.30 .59 0.30 0. 0. 0.88 - 215 0.30 0. 0.30 0.86 80 0.30 0.30 0.57 1.74 0.56 1.28 0.28 0. 0.19 .28 0.32 0.30 0.30 0.13 115 0.67 55 0.28 0.35 .30 .78 0.30 0.67 0.21 125 0.28 0.30 0. 0.28 0.33 - 245 0.30 1.70 0.30 0.35 - 250 0.68 - 200 0.asfp.56 30 0.29 0.30 0. 0.53 .30 0.26 .50 1.90 0.30 0.59 40 0.38 0. 0.30 0.30 0.42 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .37 0.04 - 220 0.30 0.01 0.85 0.28 0.30 0.29 0.55 .30 0.30 0.48 1.37 .46 1.30 0.58 1.17 120 0.50 .78 70 0.68 .58 0.30 0.65 .88 .28 0.37 145 0.81 0.28 0. 0.30 0.80 .30 1.30 0.67 0.33 0.33 .30 0.42 1.58 0. 0.70 60 0.42 - 265 0.30 0. 0.98 95 0.4 sided factor Critical Temp 620ºC Critical Temp 550ºC Critical Temp 550ºC Hp/A 30 60 90 30 60 90 30 60 90 25 0.28 0. 0.62 - 170 0.30 0.65 0.72 0. 0.30 1.75 .59 .17 0.16 0.58 0.30 0. 0.56 0.30 0.03 0.33 0. 0.82 75 0.34 0.06 .50 1.INTERCHAR 963 Section I-Section beams .30 0.30 1.52 1.48 1.58 .69 - 205 0.29 0.30 0. 0.30 0.30 0.30 0.94 0.30 0.30 0.33 0.30 0.28 0.56 35 0. 0.28 0.30 0.41 1.71 .30 0.28 0.30 0.30 1.43 1.35 0.59 .98 0.30 0.04 .30 0. 0.49 160 0.28 0.63 0.54 1. 0.41 150 0.62 0. 0.28 0. .30 0.28 0.64 - 180 0.44 - Association for Specialist Fire Protection 193 Fire protection for structural steel in buildings th www.58 0. 0.30 0.13 0.84 .66 .30 0.38 0.28 0.30 0.4 sided I-Section columns .30 1.25 0.28 0.30 0.69 .82 0.58 0.30 0.56 0.30 0.38 0.30 0.60 . 0. 0.30 0.46 1.01 100 0.44 1. 0.30 1.49 .58 .62 45 0.53 1.30 0.3 sided I-Section beams . 0.73 - 210 0.30 0.30 0. 0.35 0. 0.46 1.28 0.28 0.55 1.30 1.90 85 0. 0.28 0. .65 50 0.org.28 0.30 0.30 0.28 0.73 .28 0.02 .44 1.30 0.30 0.30 1.48 1.89 .30 0. 0.30 0.30 0.55 1.30 0.30 0.28 0.66 .54 1.30 0.30 0. 0.28 0.67 .60 . 0.30 0.28 1.52 .19 - 225 0.30 0.65 .39 1.62 .58 0.28 0.30 1.30 0.21 0.56 1.28 0.28 0.86 0.61 1.30 0.28 0.61 .05 105 0.33 140 0.30 0.30 1.93 .28 0. 0. 0.30 0.30 0.30 0.25 130 0.28 0.30 0.29 0.66 - 190 0.28 0. 0. 0.28 0.30 0.30 1.28 0.30 0.30 0.28 0.30 1.29 0.31 0.37 - 255 0. 0.30 0.28 0.30 0.98 0.25 0.31 - 240 0.07 0.64 . 0.36 1.62 .21 0. 0.53 165 0.28 0.63 .76 0.33 0.28 0.30 0.28 1.30 1.30 1.30 .30 1.38 1.30 0.89 0.45 1.40 0.56 .30 0.28 0.09 0.29 0.30 0.30 0.63 - 175 0.57 1.28 0.30 0. 0.30 0.30 1.28 0.28 0.67 - 195 0. 0.15 0.4 sided I-Section columns .54 1.50 1.12 .64 2.71 4.35 .02 . 0.50 4. 0.37 4.52 0.63 3.15 0.15 3.96 2.54 .52 1.51 0.28 1.15 0.70 .81 . .91 . 0.51 0. 0.74 2.32 0.54 4.51 0. 0.50 0.46 - 275 0.70 - 165 0.52 0.57 2.11 .32 0.15 0.52 0.07 3.33 0.3 sided factor Critical Temp 490ºC Critical Temp 490ºC Critical Temp 620ºC Hp/A 30 60 90 120 30 60 90 120 30 60 90 25 0.60 - 150 0.33 .23 .77 3. 0.41 .32 0.52 1.36 - 30 0.52 0.57 - 145 0. 0.58 1. - 310 0. 0.21 3. 0.32 0.15 0.15 0.43 4.19 3.28 1.51 0. - 320 0.53 - 290 0.32 0.15 0.28 3. 0.42 .28 3.30 3.55 1.30 3.44 . 0. 0.59 1. 0.35 . 0.35 . 0.32 0.29 .30 3.12 3.46 3. .90 - 180 0.91 3.29 .32 0.51 1.52 0.46 . .52 0.76 4.52 0.15 0.32 0.30 .36 - 105 0.28 3. 0.52 0.51 1. - This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Section CHS Columns RHS/SHS Columns .15 0.57 1.52 1.55 .51 1.51 1.36 - 90 0. - 300 0.36 3.51 - 285 0.68 0.50 1.32 0.51 1.52 1.62 3. 0.30 3.15 0.67 4.89 2. 0.00 5.80 3.51 0.66 5.55 5.89 3.50 1. 0.36 - 55 0.33 .15 0.15 0.36 - 50 0.66 .54 4. 0.22 3.52 1. 0.63 .48 3. .60 1.11 .66 1. .33 1.51 1.81 2.61 3. 0.02 3.51 1. .37 3.3 sided I-Section beams . 0.54 1.32 1.32 0.15 0.58 2.36 - 110 0.52 1.40 - 120 0.32 1.35 .62 .73 2.36 .32 0.36 - 85 0.51 1.15 0.15 0.24 4. .97 - 185 0.30 3. 0.15 0.4 sided RHS/SHS Beams .43 .15 0.66 - 160 0.30 3.52 1.26 3.13 .04 .31 1.50 1.36 .34 .15 0.51 1.52 0.28 1. .37 .32 0.28 1.51 0.32 0.29 . 0.52 0. 0.51 1. 0. Section I-Section beams .36 - 45 0.61 1.32 0.59 4.32 0.29 .52 1.05 2.org.52 1.32 .62 1.32 0.28 3.36 - 40 0.31 .52 0.36 - 80 0.28 1.52 0.00 - Association for Specialist Fire Protection 194 Fire protection for structural steel in buildings th www.76 - 170 0. .52 0.36 .36 . 0.36 - 35 0.32 0.32 0.50 1.28 3. .04 2.68 0.32 0.36 - 60 0.36 - 95 0. 0.63 - 155 0.53 - 140 0.32 0.37 - 115 0.51 0. 0.51 1.32 0.70 . 0.56 1.59 2.51 1.53 1.36 - 70 0.29 1.asfp.15 0.50 1. 0.55 2.15 0. 0. 0.10 3. 0. 0. .19 3.33 .33 3.44 - 125 0.65 2.51 0. 0.38 .32 0.30 . 0.15 0.28 3.32 0.25 .51 0.47 3.32 0.48 4.36 - 65 0. 0.82 2.87 .15 0.52 0.15 3. - 305 0.47 - 130 0.79 .38 . 0.32 0.34 .76 3.15 0.21 .32 0. 0. - 315 0. 0.63 2.49 3.93 3.15 0.24 .33 1.90 2.50 1.31 .04 .32 1.96 .16 3.32 0. 0.09 3.50 1. 0. 0.32 0. 0.33 0.4 sided factor Critical Temp 620ºC Critical Temp 550ºC Critical Temp 550ºC Hp/A 30 60 90 30 60 90 30 60 90 270 0.15 3. 0. 0. .32 0.57 2.33 .30 3.32 0.50 - 135 0.60 5.30 3.51 0.15 0. 0.15 0.48 - 280 0.83 .63 4.36 - 75 0.45 3.32 . .32 0. 0.98 2.51 1. .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .51 0.61 3.50 1.53 . .36 - 100 0.15 .52 0.42 3.83 - 175 0.32 4.52 1.37 . .55 - 295 0. 0.51 0.28 1.52 1.54 1.08 2. 0.28 5.59 1.50 0.15 0. .52 1.68 3.52 1.32 0.20 . 0.51 0.26 3.15 0.72 5. 68 3.76 4. 0.94 .72 . .66 3. . . 0.94 . . . 0. .32 1.65 3. 0.32 1. . 0.35 .81 4.70 3. .29 .35 .45 . 0.69 4. 0.83 4.32 1.73 . . 0. 0. .32 1.67 3. .65 3. .49 .14 .30 .04 . 0. . 0. .asfp. 0. .41 .83 5.88 5. - 265 0. 0.87 5. 0.20 . 0.70 4. .32 1.32 1.25 .83 . - 290 0. .91 5.98 . 0.19 .85 4. .78 4. 0.34 . 0. 0.56 . 0.77 .66 4.77 4. .71 3.39 .32 .02 - 195 0.90 5. 0. .32 1.89 .72 . . . .50 . . 0. .29 4.80 4. . . - 275 0.68 4.62 3.05 - 210 0.07 - 225 0. .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . .63 3. .08 - 230 0. 0.24 . 0. 0. 0.85 5. .84 4.10 - 240 0.66 .03 - 200 0. 0. 0. 0. 0. .11 - 245 0.4 sided RHS/SHS Beams . .81 4.62 . . . .99 .88 .74 4.67 . 0.org.13 - 255 0.04 - 205 0.32 1. Section CHS Columns RHS/SHS Columns . .83 .04 .46 . 0. 0. - 285 0.76 4. 0.72 4. 0.32 1. .40 . . - 295 0. . . 0.09 - 235 0.32 1.79 4.78 .32 1. . - This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 195 Fire protection for structural steel in buildings th www.73 3. .14 .69 3. - 280 0.09 . 0.93 .82 4. .32 1.32 .77 4. .51 .56 .75 4.32 .67 3. .55 .84 5.80 5.67 . - 270 0. . . .62 .12 - 250 0. .05 - 215 0.09 . . .81 5. 0.3 sided factor Critical Temp 490ºC Critical Temp 490ºC Critical Temp 620ºC Hp/A 30 60 90 120 30 60 90 120 30 60 90 190 0. 0.06 - 220 0. 0. - 260 0.73 4.68 .32 .92 5. 0.72 3.22 . .32 1. .79 5. .74 4. - 300 0. org. Manufacturer INTERNATIONAL PAINT LTD Protective Coatings. Application technique Airless spray. Availability Supplied direct from the manufacturer or regional office 4.international-pc. roller or brush 13. On site use Can be used for both internal and external applications* 8. Specification of system Blast clean using steel grit to Sa 2½ to give 50-75 microns profile* Apply an approved primer from International Paint or other approved source Apply fire protection to the required thickness Apply the approved top-seal where required *see International’s working procedures and data sheet for further information Association for Specialist Fire Protection 196 Fire protection for structural steel in buildings th www.34 kg/l (Practical Volume Solids 70% . Durability Good resistance to impact and abrasion after suitable drying periods.com 3. Protection technique Profile 12. Successfully fire tested utilising structural sections after accelerated and natural ageing. Felling.measured in accordance with ISO 3233) 5.INTERCHAR 973 1.asfp. 9. Other applications Suitable for the fire protection over a range of other substrates* 11. Product Description Solvent borne thin film intumescent coating with decorative top seal range optimised for 90 minute fire duration 2. NE10 0JY T: 0191 4696111 F: 0191 4383711 W: http://www. Appearance When applied by airless spray produces a flat architectural finish Full range of BS4800 / RAL shades available using International’s range of approved top-seals 7. Gateshead.93 m2/litre at 750 microns dry film thickness at stated volume solids 6. Nominal specific gravity 1. Performance in other BS tests Tested according BS476 part 7 – Class 1 Tested in accordance with NES711 and NES713 Manufactured in accordance with the requirements of ISO 9001 10. Wet coverage rate Theoretical coverage rate - 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . 55 3.13 1.53 0.74 1.55 175 0.67 1.51 0.52 0.52 0.67 3.85 .13 5.95 3.19 2.11 2.10 1.30 4.59 0.51 0.89 0.98 1.75 1.92 .23 2.84 0.50 2.62 3.07 2.11 2.51 0.65 1.56 0.69 1.73 1.53 0.55 0.61 2. 0. 0.66 0.3 sided I-Section beams .15 0.57 0.86 60 0.52 0.84 1.27 90 0.66 1.98 195 0.03 2.51 .72 1.57 0.29 2.52 0.55 0.79 0.29 2.67 1.54 0.99 2.33 2.56 0.61 0.88 135 0.98 0.asfp.72 1.87 1.51 0.96 3.57 0. 0.22 160 0.20 2.54 110 0.52 0.36 210 0.28 Association for Specialist Fire Protection 197 Fire protection for structural steel in buildings th www.84 225 0.51 0.24 2.80 1.68 1.54 1.68 1.97 1.16 235 0.31 0.99 2.13 80 0.97 2.79 1.68 1. 0.79 1.09 4.87 1.59 0.13 1. 0.77 185 0.93 0.76 6.58 3.org.67 1.68 1.73 1.70 1.67 3.06 75 0.94 0.79 1.55 0.58 0.65 1.86 1. 0.52 0.45 2.88 1.46 0.56 0.23 2.50 2.28 2.74 1.72 1.24 0.48 245 0.73 1.01 145 0.64 0.49 3.56 0.37 2.27 0.60 0. 0.61 0.26 .73 1.52 3. 0.69 1.03 2.52 0.33 0.64 0.86 1.53 .26 2.00 0.66 1.68 220 0.28 2.52 0.51 0.88 3.79 3.57 0.53 0.57 0.90 1.51 0.62 3.20 2.51 5.76 0.86 0.84 3.62 0.10 1.60 0.77 1.51 0.41 2.42 3.77 1.24 2.54 2.94 2.37 0.53 0.62 1.75 1.64 1.52 3.51 0.51 0.33 .00 1.33 95 0.75 1.62 1.59 0.58 3.18 0.55 0.82 0. 0.4 sided I-Section columns .78 1.13 2.16 1.69 1.62 0.61 0.02 0.09 0.57 0.61 0.63 0.59 40 0.68 3.52 0.76 1.85 6.44 0.10 1.78 1.56 0.87 1.44 0.52 0.74 1.86 1.66 1.29 2.71 4.66 45 0.47 0.59 0.16 1.51 1.57 0.81 1.96 1.16 2.51 4.71 .54 0.52 35 0.77 0.51 0.09 .61 0.81 0.85 1.51 .20 .65 1.54 0.51 0.28 2.76 .91 1.52 0.52 0.59 0.94 1.16 2.65 3.INTERCHAR 973 Section I-Section beams .73 0.12 265 0.94 1.00 230 0. 0.90 1.40 0.75 1.61 0.67 0.52 0.53 0.51 0.59 0.71 3.30 2.62 0.01 3.62 1.80 1.66 180 0.75 1.67 1.48 0.72 0.76 1.62 3.52 0.66 1.61 0. 0.13 .69 1.40 100 0.66 0.99 0.01 3.25 2.15 0.92 3.65 1.32 240 0.52 0.05 4.71 0.61 0.83 1.07 2.67 120 0.64 250 0.80 255 0.94 140 0. 0.96 0.82 1.88 3.51 0.16 0.63 1.83 0.72 1.20 2.69 0.64 0.13 2.18 2.85 3.79 3.67 1.66 1.39 2.87 0.58 3.60 0.26 .52 0.46 .60 1.18 0.13 0.56 0.84 1.67 1.73 1.20 2.55 0.74 0. 0.71 3.34 5.33 2.20 0.54 0.47 105 0.81 130 0.97 1.26 2.42 3.45 3.07 4.37 2.09 200 0.75 3.79 55 0.61 0.54 0.39 0.73 1.70 0.35 2.70 1.52 0.65 0.60 0.00 4.57 0.56 0.33 165 0.52 0.70 1.58 3.59 0.61 0.4 sided factor Critical Temp 620ºC Critical Temp 550ºC Critical Temp 550ºC Hp/A 30 60 90 120 30 60 90 120 30 60 90 120 25 0.09 0.51 0.64 1. 0.54 0. 0.64 1.63 1.58 0.64 1.91 1.73 1.76 3.52 0.63 1.53 0.81 1.30 .87 190 0.64 1.58 0.62 1.69 1.26 5.52 215 0.80 1.58 0.50 0.55 0. 0.65 1.68 1.65 1.03 1.82 1.51 0.68 .15 155 0.07 1.71 1.68 3.52 0.82 3.91 1.41 0.41 2.24 2.92 3. 0. 0.39 2.69 1.70 0.46 30 0.40 2.15 2.78 1.67 3.07 1.79 3.52 0.93 65 0.88 0.92 0.92 3. 0.72 1.75 3.01 0.35 0.43 .50 0. 0.57 1.36 2.60 5.60 0.85 1.92 1.81 1.59 .45 2.33 2.33 0.12 0.51 0.20 2.58 0.56 0.52 0.64 1.45 2.05 0.49 3.52 0.72 1.45 3.70 1.74 125 0.62 3.52 0.63 1.59 0.52 0.00 70 0.75 1.61 115 0.06 0.53 0.71 1.74 1.20 205 0.52 0.35 2.70 1.66 1.44 170 0.52 0.73 0.93 1.51 1.82 1.67 1.54 2.03 1.72 1.51 0.28 0.84 3.54 1.59 0.70 1.94 0.70 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .72 3.63 1.65 3.23 2.07 0.56 2.63 1.96 260 0.00 1.52 0.08 0.96 0.55 0.58 0.20 85 0.55 3.82 1.32 2.06 1. 0.58 0.69 1.75 1.22 0.62 0.76 1.61 0.51 2.34 .96 3.54 0.68 0.92 4.52 0.62 0.89 3.68 1.43 5.08 1.52 0.60 .66 0. 0.40 .52 0.05 4.13 .03 2.05 0.03 1.60 1.28 0.01 1.08 2.08 150 0.73 50 0.90 1.94 2.33 2.74 1.67 1.54 0.54 0.22 0.52 0.52 0.67 1.68 5.36 2.54 0.59 1. 71 1. .84 4. .57 3.81 1.44 275 0. . 3.81 4.50 3.26 - 330 .44 - 300 0.47 3.75 4. 0.80 1.71 3.00 .58 - 305 0.80 1. . 0. .59 3.82 2.45 3. 0.02 .42 2.77 1. 0.82 2. . .79 .73 1.75 1.54 3.87 . . 0. .97 4. .75 1. 0.21 .77 1. .99 - 320 0.93 . 0.81 4.82 2.10 .94 . 0.78 4.04 5. 0.79 1.37 2. 0.78 1.83 .78 4.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .31 - 295 0. 3.85 - 315 0.40 2. . 0. .75 4.39 - This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 198 Fire protection for structural steel in buildings th www.94 4.94 . . . 0. 5. .79 1.80 1.76 1.74 1.18 .80 1.52 3. 0.93 6.02 - 280 0. .10 .12 - 325 . 0. 0. 0.52 . .71 1.72 1.31 .84 .77 1. .asfp.42 .79 1.3 sided I-Section beams . 0.00 .91 .73 .4 sided I-Section columns .04 .71 3.org.79 1.4 sided factor Critical Temp 620ºC Critical Temp 550ºC Critical Temp 550ºC Hp/A 30 60 90 120 30 60 90 120 30 60 90 120 270 0.62 3.91 4. 0.62 .70 1.68 .Section I-Section beams . 0. .72 - 310 0. 0. 0. 0.00 4.74 1. 5.10 - 285 0.87 4.89 .76 1.97 .82 2.78 1. .73 1.18 - 290 0.81 1.76 1.77 1. org.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 199 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp. 5 mm d.f.org. Can be used on steelwork immediately after erection and left up to 12 months without top sealing.55 mm w.t. 9. roller or brush c) Specification of system Blast clean to SA 2½ (preferred) or wire brush and degrease mill scaled steel Apply Nullifire or other compatible primer – refer to Nullifire Technical Department Apply basecoat to required thickness (see table) Apply selected decorative topseal Association for Specialist Fire Protection 200 Fire protection for structural steel in buildings th www.f. Wet Coverage rates Coverage = 0.f.f.1 mm w.NULLIFIRE SYSTEM S605 1. Nominal density (g/ml) Basecoat: 1. Manufacturer NULLIFIRE LIMITED Torrington Avenue Coventry CV4 9TJ T: 02476 855000 F: 02476 469547 W: www.f.f. = d. Successfully fire tested on structural sections after extensive accelerated and natural ageing. 8.f.36 (Practical Volume Solids 68%) 5. Maximum basecoat wet application rates/coat: Airless spray 1500 g/m² 1. Availability UK Mainland: immediate supply direct from Nullifire Ltd Overseas: Contact Nullifire UK for local supplier information 4. Relationship between wet application rate and dry film thickness (d.t. Appearance Smooth fibre free basecoat Full range of BS4800 / RAL colour decorative topseals available 7.nullifire. Brush 750 g/m² 0.t.): g/m² = d. x 1. May be used in internal locations without a topseal.f.73 l/m² at 0.t. FM01764) 10.47 6. Product description Solvent based thin film intumescent coating with decorative topseal range 2. a) Protection technique Profile b) Application technique Airless spray.t.74 mm d.t. x 2015 w.asfp. 0. Durability Good resistance to impact and abrasion. 0. Scope of use Suitable for external use with an approved topseal.37 mm d.t. Other applications Suitable for the fire protection of a range of other materials including galvanised steel and cast iron. Performance in other tests Manufactured in accordance with the requirements of ISO 9001:2000 (certificate no.com 3. For semi-external locations a topseal is required but it can be left up to 12 months without top sealing.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .f.t.33 to 1.t. A quick drying off-site grade is also available on request. 487 0.786 2.445 190 0.046 3.393 180 0. .904 50 0.153 1.882 4.552 40 0.081 - 300 0.320 1.173 0.379 1.426 4.111 3. - 320 0.234 0.812 2.651 3.153 0.187 1.079 1.371 30 0.377 1.113 - 280 0.333 . 190 0.256 210 0.123 .852 3.153 0.962 5. .216 120 0.153 1.173 0.802 4.374 .187 1.992 5.683 1.399 1. - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 201 Fire protection for structural steel in buildings th www.741 2.756 . for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 m-1 30 min 60 min 90 min 120 20 0.427 .540 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .733 2.531 4.330 0.295 1.629 - 270 0.439 .214 1.4 sided exposure 3 sided exposure (supporting slab) Universal Beams .153 1.153 0.123 110 0.137 4.950 2. 250 0.427 160 0.415 2.317 0. 290 0.096 70 0.153 0.768 .851 200 0.644 1.868 2.951 6.442 4.904 90 0.172 0.674 1.660 - 250 0.901 2.153 1.153 0.666 1.193 0. .153 0.623 2.006 2.239 1.173 0.153 0. - 310 0.846 6.277 80 0.358 6. 260 0.758 2.717 .541 2.641 3.153 1.153 0.474 2.721 3.904 20 0.480 2.382 0.225 0.153 0.679 1.994 3.173 0.517 1.915 60 0.039 180 0.142 3.173 0.153 1.4 sided exposure (without slab) Critical Temperatures: Critical Temperature of 544o C 620o C for 30 to 90 mins / 592o C for 120 mins Hp/A D.173 0. 240 0.904 30 0.153 1.358 1.710 3.440 1.176 - 240 0.826 100 0.279 4.662 220 0.750 2.153 0.173 0.621 .904 80 0.482 1.725 1.173 0.337 0.f.153 0.238 3.918 1.asfp.420 120 0. .153 0.161 .797 1. 280 0. 230 0.910 170 0.998 1.153 1.153 0.153 0.t.420 1.173 0. 270 0.838 1.t.533 2.429 .278 0.298 1.284 . 200 0.296 0.705 2.NULLIFIRE SYSTEM S605 Universal Beams Universal Columns . for basecoat thickness only (mm) Hp/A D.705 1.187 1.866 2.173 0.592 1.692 7.153 0.627 1.904 70 0.321 3.400 1. 310 0. 220 0.407 1.144 - 260 0.716 1. 210 0.068 230 0.153 0.203 .873 140 0.159 1.460 140 0.525 .319 160 0.275 0.297 1.699 1.043 .461 1.708 1.239 1.175 6.180 1.435 0. .561 2.904 110 0.597 - 290 0.096 150 0.808 5.357 1.org.633 170 0.592 2.838 130 0.f.839 2.153 0.741 5.187 1.943 150 0.213 0.153 0.459 1.723 1.625 5.786 2.216 3.904 40 0.098 .266 .650 130 0.904 100 0.502 1.528 90 0.797 1.636 5.153 0.255 0.056 7. 300 0.904 60 0.691 1. 320 0.759 1.733 50 0. NULLIFIRE SYSTEM S605 Rectangular Hollow Section Columns Circular Hollow Section Columns 4 sided exposure Full exposure Critical Temperature of 530o C Critical Temperature of 500o C Hp/A D.f.t. for basecoat thickness only (mm) Hp/A D.f.t. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 m-1 30 min 60 min 90 min 120 33 0.95 0.95 1.35 2.60 29 0.95 0.95 1.65 2.60 40 0.95 0.95 1.35 - 40 0.95 0.95 1.65 - 60 0.95 1.00 2.00 - 60 0.95 1.10 2.25 - 70 0.95 1.10 2.65 - 70 0.95 1.25 2.50 - 80 0.95 1.20 - - 80 0.95 1.40 - - 100 0.95 1.45 - - 100 0.95 1.70 - - 120 0.95 1.65 - - 120 1.00 2.00 - - 140 1.00 1.90 - - 140 1.10 2.30 - - 160 1.10 2.10 - - 160 1.20 2.60 - - 180 1.20 2.75 - - 180 1.35 3.10 - - 200 1.30 2.95 - - 200 1.45 - - - 220 1.40 3.15 - - 220 1.55 - - - 240 1.55 - - - 240 1.65 - - - 260 1.65 - - - 260 1.80 - - - 280 1.75 - - - 280 1.90 - - - 300 1.85 - - - 300 2.00 - - - 320 1.95 - - - 320 2.10 - - - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 202 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 203 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 NULLIFIRE SYSTEM S606 1. Product description Solvent based thin film intumescent coating with decorative topseal range 2. Manufacturer NULLIFIRE LIMITED Torrington Avenue Coventry CV4 9TJ T: 02476 855000 F: 02476 469547 W: www.nullifire.com 3. Availability UK Mainland: immediate supply direct from Nullifire Ltd Overseas: Contact Nullifire UK for local supplier information 4. Nominal density (g/ml) Basecoat: 1.34 to 1.37 (Practical Volume Solids 68%) 5. Wet Coverage rates Coverage = 0.73 l/m² at 0.5 mm d.f.t. Maximum basecoat wet application rates/coat: Airless spray 1500 g/m² 1.1 mm w.f.t. 0.74 mm d.f.t. Brush 750 g/m² 0.55 mm w.f.t. 0.37 mm d.f.t. Relationship between wet application rate and dry film thickness (d.f.t.): g/m² = d.f.t. x 2015 w.f.t. = d.f.t. x 1.47 6. Appearance Smooth fibre free basecoat Full range of BS4800 / RAL colour decorative topseals available 7. Scope of use May be used in internal locations without a topseal. For semi-external locations a topseal is required but it can be left up to 3 months without top sealing. Can be used on steelwork immediately after erection and left up to 3 months without top sealing. A quick drying off-site grade is also available on request. 8. Durability Good resistance to impact and abrasion. Successfully fire tested on structural sections after extensive accelerated and natural ageing. 9. Performance in other tests Manufactured in accordance with the requirements of ISO 9001:2000 (certificate no. FM01764) 10. Other applications Suitable for the fire protection of a range of other materials including galvanised steel and cast iron. a) Protection technique Profile b) Application technique Airless spray, roller or brush c) Specification of system Blast clean to SA 2½ (preferred) or wire brush and degrease mill scaled steel Apply Nullifire or other compatible primer – refer to Nullifire Technical Department Apply basecoat to required thickness (see table) Apply selected decorative topseal Full range of BS4800 / RAL colour decorative topseals available Association for Specialist Fire Protection 204 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 NULLIFIRE SYSTEM S606 Universal Beams Universal Columns - 4 sided exposure 3 sided exposure (supporting slab) Universal Beams - 4 sided exposure (without slab) Critical Temperature of 620o C Critical Temperature of 550o C Hp/A D.f.t. for basecoat thickness only (mm) Hp/A D.f.t. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 40 0.30 0.30 0.58 1.03 40 0.30 0.33 0.88 1.43 50 0.30 0.34 0.68 1.13 50 0.30 0.41 0.96 1.53 60 0.30 0.38 0.78 1.23 60 0.30 0.48 1.03 1.63 70 0.30 0.43 0.88 1.33 70 0.30 0.58 1.13 1.81 80 0.30 0.48 0.98 1.43 80 0.30 0.68 1.23 1.98 90 0.30 0.53 1.08 1.58 90 0.30 0.73 1.33 2.18 100 0.30 0.58 1.18 1.73 100 0.30 0.78 1.43 2.38 110 0.30 0.63 1.28 2.01 110 0.30 0.86 1.56 2.66 120 0.30 0.68 1.38 2.28 120 0.30 0.93 1.68 2.93 130 0.30 0.73 1.48 2.48 130 0.30 1.01 1.86 3.23 140 0.30 0.78 1.58 2.68 140 0.30 1.08 2.03 3.53 150 0.30 0.83 1.68 2.88 150 0.30 1.13 2.16 3.68 160 0.30 0.88 1.78 3.08 160 0.30 1.18 2.28 3.83 170 0.30 0.93 1.88 3.23 170 0.30 1.26 2.41 3.96 180 0.30 0.98 1.98 3.38 180 0.30 1.33 2.53 4.08 190 0.30 1.03 2.06 3.56 190 0.30 1.38 2.63 4.31 200 0.30 1.08 2.13 3.73 200 0.30 1.43 2.73 4.53 210 0.30 1.13 2.23 3.88 210 0.30 1.48 2.86 4.94 220 0.30 1.18 2.33 4.03 220 0.30 1.53 2.98 5.35 230 0.30 1.23 2.46 4.16 230 0.30 1.58 3.11 5.74 240 0.30 1.28 2.58 4.28 240 0.30 1.63 3.23 6.13 250 0.30 1.31 2.68 - 250 0.30 1.71 3.33 - 260 0.30 1.33 2.78 - 260 0.30 1.78 3.43 - 270 0.30 1.38 2.88 - 270 0.30 1.83 3.56 - 280 0.30 1.43 2.98 - 280 0.30 1.88 3.68 - 290 0.30 1.48 3.11 - 290 0.30 1.93 3.81 - 300 0.30 1.53 3.23 - 300 0.30 1.98 3.93 - 310 0.30 1.56 3.33 - 310 0.30 2.03 4.03 - 320 0.30 1.58 3.43 - 320 0.30 2.08 4.13 - Rectangular Hollow Section Columns Circular Hollow Section Columns 4 sided exposure Full exposure Critical Temperature of 550o C Critical Temperature of 550o C Hp/A D.f.t. for basecoat thickness only (mm) Hp/A D.f.t. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 70 0.53 0.53 1.58 4.08 70 0.53 0.58 2.03 - 80 0.53 0.53 1.73 4.08 80 0.53 0.73 2.18 - 90 0.53 0.63 1.86 4.08 90 0.53 0.86 2.36 - 100 0.53 0.73 1.98 4.08 100 0.53 0.98 2.53 - 110 0.53 0.88 2.31 - 110 0.53 1.18 2.93 - 120 0.53 1.03 2.63 - 120 0.53 1.38 3.33 - 130 0.53 1.19 3.01 - 130 0.53 1.61 3.88 - 140 0.53 1.34 3.38 - 140 0.53 1.83 - - 150 0.53 1.51 - - 150 0.53 2.03 - - 160 0.53 1.68 - - 160 0.53 2.23 - - 170 0.53 1.91 - - 170 0.53 2.43 - - 180 0.53 2.13 - - 180 0.53 2.63 - - 190 0.53 2.38 - - 190 0.53 2.81 - - 200 0.53 2.63 - - 200 0.53 2.98 - - 210 0.53 2.76 - - 210 0.53 3.13 - - 220 0.53 2.89 - - 220 0.53 3.28 - - 230 0.53 3.04 - - 230 0.53 3.46 - - 240 0.53 3.18 - - 240 0.53 3.63 - - 250 0.53 3.33 - - 250 0.56 3.78 - - 260 0.53 3.48 - - 260 0.58 3.93 - - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 205 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 NULLIFIRE SYSTEM S706 1. Product description Solvent based thin film intumescent coating with decorative topseal range 2. Manufacturer NULLIFIRE LIMITED Torrington Avenue Coventry CV4 9TJ T: 02476 855000 F: 02476 469547 W: www.nullifire.com 3. Availability UK Mainland: immediate supply direct from Nullifire Ltd Overseas: Contact Nullifire UK for local supplier information 4. Nominal density (g/ml) Basecoat: 1.39 (Practical Volume Solids 70%) 5. Wet Coverage rates Coverage = 0.72 l/m² at 0.5 mm d.f.t. Maximum basecoat wet application rates/coat: Airless spray 1500 g/m² 1.1 mm w.f.t. 0.77 mm d.f.t. Brush 750 g/m² 0.56 mm w.f.t. 0.39 mm d.f.t. Relationship between wet application rate and dry film thickness (d.f.t.): g/m² = d.f.t. x 2000 w.f.t. = d.f.t. x 1.43 6. Appearance Smooth fibre free basecoat Full range of BS4800 / RAL colour decorative topseals available 7. Scope of use May be used in internal locations without a topseal. For semi-exposed locations an approved topseal is required. For temporary exposure of up to 3 months during the construction phase a topseal may not be required depending on site conditions. Contact Nullifire Technical Department. A quick drying off-site grade is also available on request. 8. Durability Good resistance to impact and abrasion. Successfully fire tested on structural sections after accelerated and natural ageing appropriate to intended end use conditions. 9. Performance in other tests Manufactured in accordance with the requirements of ISO 9001:2000 (certificate no. FM01764) 10. Other applications Suitable for the fire protection of a range of other materials including galvanised steel and cast iron. 11. Protection technique Profile 12. Application technique Airless spray, roller or brush 13. Specification of system a) Blast clean to SA 2½ (preferred) or wire brush and degrease mill scaled steel b) Apply Nullifire or other compatible primer – refer to Nullifire Technical Department c) Apply basecoat to required thickness (see table) d) Apply selected decorative topseal Association for Specialist Fire Protection 206 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 29 S606 195 0.52 1.59 1.25 0.62 2.24 1.24 0.25 1.36 0.78 S606 - 295 0.46 1.81 S606 - 300 0.24 0.58 2.51 1.32 S606 200 0.03 100 0.02 S606 150 0.95 60 0.24 1.25 0.24 0.25 1.09 S606 S707-120 270 0.28 1.54 S606 130 0.25 0.36 75 0.25 1.25 0.25 0.45 0.13 S606 S707-120 280 0.25 0.28 S606 .37 2.08 S606 S707-120 265 0.71 S606 - 285 0.25 0.70 S606 110 0.30 S606 S606 235 0.56 45 0.25 1.36 S606 S606 240 0.24 0.91 S606 - 315 0.56 2.25 1.04 S606 170 0.44 1.25 0.83 S606 150 0.25 0.95 S606 140 0.78 S606 145 0.25 0.68 50 0.49 S606 - 255 0.NULLIFIRE SYSTEM S706 Universal Beams Universal Columns .22 70 0.47 S606 70 0.25 1.25 0.25 0.84 S606 S606 230 0.24 0.24 0.90 95 0.02 2.79 S606 120 0.19 2.25 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .17 S606 175 0.04 S606 S707-120 255 0.74 S606 - 290 0.25 1.88 S606 - 310 0.31 0.11 2.84 S606 S606 200 0.44 1.47 S606 225 0.24 0.25 0.17 105 0.25 0.25 0.94 S606 160 0.25 0.24 0.28 0.38 0.84 S606 - 305 0.25 1.asfp.59 1.60 S606 - 270 0.42 1.f.72 S606 140 0.25 0.84 1.30 110 0.24 S606 S606 230 0.24 0.54 S606 85 0.70 1.99 S606 165 0.24 0.org.67 S606 - 280 0.50 1.61 50 0.24 0.24 0.19 S606 S707-120 295 0.25 1.34 0.45 S606 - 250 0.66 S606 105 0.25 1.25 0.24 0.24 0.24 0.40 1.44 115 0.83 S606 125 0.52 S606 80 0.59 S606 95 0.52 S606 - 260 0.24 0.24 0.91 S606 135 0.25 1.98 S606 - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 207 Fire protection for structural steel in buildings th www.55 1.24 0.92 S606 S606 205 0.63 85 0.51 40 0.24 0.25 0.65 1.20 S606 S707-120 300 0.06 S606 155 0.24 0.32 1.25 0.25 0.76 1.30 1.31 S606 185 0.38 S606 210 0.95 S606 - 320 0.28 2.88 S606 S606 235 0.24 0.32 1.25 0.17 S606 S707-120 290 0.39 1.56 1.09 S606 160 0.25 0.24 0.24 0.4 sided exposure (without slab) Critical Temperature of 620o C Critical Temperature of 550o C Hp/A D.41 S606 215 0.24 0.25 1.93 1.25 0.26 0.24 0.69 2.51 1.24 0.25 1.26 S606 190 0.39 0.46 1.24 0.09 65 0.87 S606 130 0.67 1.35 0.22 S606 S707-120 305 0.06 S606 S707-120 260 0.24 0.24 0.93 S606 S606 240 0.20 S606 180 0.24 0.41 S606 55 0.99 S606 145 0.25 0.25 0.25 1.25 1.30 1.79 1.60 S606 100 0.41 0.76 90 0.25 1.24 0.24 0.71 125 0.47 S606 190 0.24 1.49 80 0.24 0.57 S606 90 0. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 40 0.45 2.24 0.24 0.44 S606 220 0.25 0.25 1.26 1.25 0.25 0.24 0.t.24 0.45 S606 65 0.25 1.24 0.4 sided exposure 3 sided exposure (supporting slab) Universal Beams .25 0.48 0.24 0.25 1.15 S606 S707-120 285 0.99 S606 S606 210 0.25 1.49 1.23 S606 185 0.24 1.14 S606 170 0.24 0.56 S606 - 265 0.24 0.37 0.f.53 2.35 S606 205 0.11 S606 S707-120 275 0.27 1.25 0.24 0.25 0.53 1.25 0.25 0.60 1.29 1.63 S606 - 275 0.31 1.25 1. for basecoat thickness only (mm) Hp/A D.48 1.25 0.25 0.24 0.18 S606 S606 225 0.43 S606 60 0.50 S606 75 0. 320 0.97 S606 S707-120 245 0.26 1.60 120 0.63 S606 135 0.28 1.60 45 0.24 0.24 S606 S707-120 310 0.12 S606 S606 220 0.24 0.75 S606 115 0.37 1.24 0.33 0.25 1.24 0.42 1.57 1.26 S606 S707-120 315 0.35 1.25 0.30 1.24 0.24 0.02 S606 S707-120 250 0.10 S606 175 0.30 0.25 0.25 1.63 S606 195 0.24 0.t.25 0.25 0.25 0.25 1.75 1.89 S606 155 0.24 0.25 1.24 0.25 0.82 55 0.15 S606 180 0.06 S606 S606 215 0.77 2.25 1.24 0.25 0.25 0.25 1.25 0.24 0.41 S606 S606 245 0.38 0.11 S606 165 0.24 0.25 0. x 1875 w. Product description Water based thin film intumescent coating with decorative topseal range 2. Nominal density (g/ml) Basecoat: 1.f. Brush 806 g/m² 0. = d. Manufacturer NULLIFIRE LIMITED Torrington Avenue Coventry CV4 9TJ T: 02476 855000 F: 02476 469547 W: www. Availability UK Mainland: immediate supply direct from Nullifire Ltd Overseas: Contact Nullifire UK for local supplier information 4.2 mm w.f.t.f.t. Scope of use May be used in internal locations without a topseal For semi-exposed locations an approved topseal is required For temporary exposure of up to 6 months during the construction phase with an appropriate topseal Suitable for off-site use with an approved topseal 8.t. Wet Coverage rates Coverage = 0. 9.60 mm w. roller or brush 13.t. Appearance Smooth white basecoat Full range of BS4800 / RAL colour decorative topseals available 7.43 mm d.org. Application technique Airless spray. Specification of system a) Blast clean to SA 2½ (preferred) or wire brush and degrease mill scaled steel b) Apply Nullifire or other compatible primer – refer to Nullifire Technical Department c) Apply basecoat to required thickness (see table) d) Apply selected decorative topseal Association for Specialist Fire Protection 208 Fire protection for structural steel in buildings th www.t.38 6.asfp. Successfully fire tested on structural sections after accelerated and natural ageing appropriate to intended end use conditions.f.t.f. x 1. 0.f.7 l/m² at 0.f.nullifire.5 mm d. 0. Relationship between wet application rate and dry film thickness (d. FM01764) Achieves “Class 0” to BS476 part 6 & 7.com 3.t.f. Durability Good resistance to impact and abrasion.t. Other applications Suitable for the fire protection of a range of other materials including galvanised steel and cast iron 11.NULLIFIRE SYSTEM S707-60 1. Maximum basecoat wet application rates/coat: Airless spray 1613 g/m² 1.35 (Practical Volume Solids 72%) 5.f.86 mm d.t. Protection technique Profile 12.): g/m² = d. Performance in other tests Manufactured in accordance with the requirements of ISO 9001:2000 (certificate no. EN13823 (SBI) and IMO smoke/toxicity data also available Has been tested on cellular beams in accordance with the ASFP test method 10.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . 404 S707-120 S707-120 210 0.200 0.200 0.367 0.219 S707-120 - 300 0.320 0.549 S707-120 S707-120 200 0.4 sided exposure 3 sided exposure (supporting slab) Universal Beams .511 S707-120 130 0.200 0.582 S707-120 S707-120 310 0.303 1.200 0.244 0.200 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .277 0.441 S707-120 80 0.264 0.238 0.316 0. 320 0.376 S707-120 S707-120 190 0.526 S707-120 S707-120 280 0.897 S707-120 - 260 0.455 S707-120 90 0.362 0.212 0.281 S707-120 - 310 0.200 0.779 S707-120 - 250 0.483 S707-120 110 0.200 0.433 S707-120 S707-120 230 0.222 0.450 S707-120 S707-120 240 0.200 0.200 0.014 S707-120 140 0.290 0.393 1.200 0.asfp.488 S707-120 S707-120 260 0.567 S707-120 170 0.575 S707-120 S707-120 210 0.200 0.250 S707-120 50 0.207 0.251 1.237 0.893 S707-120 130 0.316 1.015 S707-120 - 270 0.419 S707-120 S707-120 220 0.200 0.200 0.656 S707-120 S707-120 230 0.200 0.507 S707-120 S707-120 270 0.208 S707-120 40 0.539 S707-120 150 0.200 0.544 S707-120 S707-120 290 0.614 S707-120 S707-120 220 0.f.200 0.290 1.200 0.200 0.200 0.230 S707-120 50 0.200 0.t.200 0.094 S707-120 - 280 0.200 0.264 1.489 S707-120 90 0.200 0.215 0.375 S707-120 170 0.581 S707-120 180 0.200 0.469 S707-120 100 0.699 S707-120 S707-120 240 0.360 S707-120 70 0.221 0.406 S707-120 - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 209 Fire protection for structural steel in buildings th www.org.348 0.249 0.200 0.200 0.t.208 0.523 S707-120 S707-120 190 0.601 S707-120 .553 S707-120 160 0.329 1.419 1.200 0.200 0.200 0.341 0.200 0.525 S707-120 140 0.200 0.200 0.200 0.469 S707-120 S707-120 250 0.263 0.306 0.201 0.319 S707-120 60 0.134 S707-120 150 0.277 1.f.563 S707-120 S707-120 300 0.230 0.554 S707-120 100 0.NULLIFIRE SYSTEM S707-60 Universal Beams Universal Columns .471 1.225 0.388 S707-120 70 0.200 0.200 0.200 0.334 0.497 S707-120 S707-120 180 0.390 S707-120 S707-120 200 0.200 0.235 0.4 sided exposure (without slab) Critical Temperature of 620o C Critical Temperature of 550o C Hp/A D.212 0.200 0.200 0.497 S707-120 120 0.200 0.200 0.200 0.238 0.200 0.200 0.291 0.295 S707-120 60 0.255 S707-120 160 0. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 40 0.200 0.445 1.652 S707-120 110 0.344 S707-120 - 320 0.424 S707-120 80 0.156 S707-120 - 290 0. for basecoat thickness only (mm) Hp/A D.773 S707-120 120 0.200 0. 250 0. .410 .610 S707-120 .930 S707-120 S707-120 110 0. - 300 0.370 0. .400 S707-120 - 140 0.370 1. .370 1. .370 0.690 .org.660 .080 . 170 0. .370 S707-120 .700 . . 320 S707-120 .370 0.370 0. . . .800 S707-120 S707-120 90 0. - 260 0. 200 0.440 S707-120 . 300 1. - 190 0.370 S707-120 .370 1. .370 S707-120 . .520 S707-120 .370 0.370 0. - 320 0.370 S707-120 . . . - 280 0. .690 S707-120 40 0. - 160 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . - 220 0.370 1.940 S707-120 . . .370 1. 240 0.370 1.780 S707-120 S707-120 120 0.370 S707-120 .450 . .550 S707-120 S707-120 50 0.370 .370 . 220 0. .370 1.370 1. - 270 0. .160 .370 0. .860 S707-120 S707-120 100 0. .370 0. . - 180 0.370 1. 190 0.600 .610 S707-120 S707-120 60 0. .150 S707-120 S707-120 130 0. 180 0.650 .293 S707-120 80 0. - 200 0. .070 S707-120 .370 0. 270 0.540 . .f.425 S707-120 90 0. 310 S707-120 .370 0.990 S707-120 S707-120 120 0. 280 1.370 0. 260 0. - 170 0. - 310 0.370 0. . . 140 0.500 .780 . 230 0.870 .370 1.556 S707-120 100 0. 160 0.670 S707-120 S707-120 70 0.370 S707-120 .030 S707-120 60 0.370 1. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 40 0.370 S707-120 .860 S707-120 50 0. .260 . .660 S707-120 - 150 0.NULLIFIRE SYSTEM S707-60 Rectangular Hollow Section Columns Circular Hollow Section Columns 4 sided exposure Full exposure Critical Temperature of 520o C Critical Temperature of 520o C Hp/A D. - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 210 Fire protection for structural steel in buildings th www. 150 0.162 S707-120 70 0. 290 1.f.370 0. - 290 0.370 1.370 0.370 0. for basecoat thickness only (mm) Hp/A D.370 0.370 0.950 .610 S707-120 S707-120 110 0.740 S707-120 S707-120 80 0. . .450 1. 130 0.370 0.630 . .370 0.370 S707-120 . - 240 0.370 0. 210 0. - 250 0. .t.370 S707-120 . .400 .550 .t. - 230 0.370 1.350 .370 1.450 .asfp. . . - 210 0. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 211 Fire protection for structural steel in buildings th www.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp. 37 (Practical Volume Solids 68%) 5. 9.f.com 3.f. 0.f.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .org.t. Protection technique Profile 12.47 6. IMO smoke and toxicity data also available Has been tested on cellular beams in accordance with the ASFP test method 10. 0.t.0 mm d. roller or brush 13.NULLIFIRE SYSTEM S707-120 1.t. Availability UK Mainland: immediate supply direct from Nullifire Ltd Overseas: Contact Nullifire UK for local supplier information 4.f.f.t. Product description Water based intumescent coating with decorative topseal range 2. Maximum basecoat wet application rates/coat: Airless spray 1915 g/m² 1. FM01764) Achieves “Class 0” to BS476 part 6 and 7. Application technique Airless spray. Performance in other tests Manufactured in accordance with the requirements of ISO 9001:2000 (certificate no. Association for Specialist Fire Protection 212 Fire protection for structural steel in buildings th www. x 1.t.47 l/m² at 1. Specification of system a) Blast clean to SA 2½ (preferred) or wire brush and degrease mill scaled steel b) Apply Nullifire or other compatible primer – refer to Nullifire Technical Department c) Apply basecoat to required thickness (see table) d) Apply selected decorative topseal.f. Appearance Smooth grey basecoat Full range of BS4800 / RAL colour decorative topseals available 7.70 mm w. Scope of use May be used in internal locations without a topseal For semi-exposed locations an approved topseal is required For temporary exposure of up to 6 months during the construction phase with an appropriate topseal Suitable for off-site use with an approved topseal 8.f. x 2015 w.t. Wet Coverage rates Coverage = 1. = d. Other applications Suitable for the fire protection of a range of other materials including galvanised steel and cast iron. Relationship between wet application rate and dry film thickness (d. Brush 967 g/m² 0.t. Successfully fire tested on structural sections after accelerated and natural ageing appropriate to intended end use conditions.asfp.nullifire. Durability Good resistance to impact and abrasion.t.48 mm d.4 mm w.): g/m² = d. Manufacturer NULLIFIRE LIMITED Torrington Avenue Coventry CV4 9TJ T: 02476 855000 F: 02476 469547 W: www.95 mm d. 11. Nominal density (g/ml) Basecoat: 1.f.t.f. 917 1.917 1.929 0.917 0.929 1.006 3.917 0.929 0.966 50 0.378 70 0.587 160 0.4 sided exposure (without slab) Critical Temperature of 620o C Critical Temperature of 550o C Hp/A D.917 1.438 230 0.348 150 0.929 0.330 3.403 2.929 1.917 0.933 1.321 220 0.036 2.929 1.929 1.204 210 0.929 0.929 1.632 - 290 0.929 40 0.176 2.917 0.133 2.917 2.566 2.917 1.515 2.917 0.230 2.917 0.929 0.297 3.094 190 0.363 110 0.929 1.917 0.929 0.917 1.145 .929 0.939 2.929 1.917 0.917 1.929 1.929 1.371 2.t.929 1.929 1.917 2.929 0.046 2.929 1.909 3.715 3.929 0.588 4.479 - 280 0. for basecoat thickness only (mm) Hp/A D.917 0.137 - 250 0.826 3.917 1.929 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .929 1.679 4.917 2.980 4.145 60 0.917 2.925 180 0.917 1.929 0.432 210 0.780 4.394 4.929 1.624 80 0.087 200 0.917 1.929 0.049 1.615 220 0.932 1.917 50 0.929 1.917 1.929 0.929 0.446 4.929 1.917 1.102 140 0.929 0.226 2.258 300 0.166 1.547 - 320 0.436 2.131 60 0.917 1.156 120 0.917 1.929 0.111 2.854 180 0.929 0.609 120 0.285 2.503 80 0.748 2.108 1.917 2.org.424 2.917 1.917 1.917 0.140 290 0.282 1.252 - 310 0. 320 0.779 - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 213 Fire protection for structural steel in buildings th www.929 0.306 2.f.929 1.929 0.929 1.738 170 0.808 230 0.672 250 0.t.103 3.929 0.917 0.929 0.200 3.929 0.273 130 0.462 2.263 200 0.906 270 0.864 3.929 1.521 2.NULLIFIRE SYSTEM S707-120 Universal Beams Universal Columns .491 4.097 3.618 2.917 0.789 260 0.324 70 0.910 4.024 5.631 3.795 4.929 1.344 2.981 3. for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m -1 30 min 60 min 90 min 120 min 40 0.021 3.050 1.389 140 0.501 2.521 3.861 100 0.917 0.991 1.f.929 0.970 190 0.929 0.327 2.251 - 260 0.917 2.929 1.917 1.asfp.981 1.942 - 300 0.580 4.929 0.856 130 0.917 1.117 100 0.399 2.180 3.756 170 0.929 0.562 4.213 3.917 0.631 2.621 160 0.555 240 0.929 0.929 1.917 1.929 1.696 3.375 310 0.929 0.505 150 0.365 - 270 0.000 240 0.682 90 0.023 280 0.241 2.870 90 0.956 3.812 3.167 2.917 1.917 0.917 2.761 3.040 110 0.380 4.929 0.4 sided exposure 3 sided exposure (supporting slab) Universal Beams .891 3.929 0. . . for basecoat thickness only (mm) Hp/A D. .694 3. .381 5. . 140 1.165 - 70 0. .403 . .216 . .484 1.t. - Critical Temperatures: Loadings for alternative critical temperatures from 350 to 750oC are available on request This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 214 Fire protection for structural steel in buildings th www. . 300 .466 . .060 2.526 - 80 0. . . 270 .527 . . - 110 0.726 90 1. - 100 0.403 1.451 80 1. .913 .532 1.791 2.403 1.603 . . 130 1.484 1.972 1.833 3. 200 2.178 4.213 4.212 .709 .403 . - 90 0. .623 2.966 . - 150 0.406 2.656 . 320 . .403 3.177 70 1.668 5.064 5.949 4.457 - 50 0.403 1. .917 .org. - 210 1. . . . . - 190 1.403 1. - 130 0. .484 1. 280 . - 230 1.882 .444 50 1. - 170 0. .NULLIFIRE SYSTEM S707-120 Rectangular & Circular Hollow Section Columns Solid Steel Rods Full exposure Full exposure Critical Temperature of 520o C Critical Temperature of 500o C Hp/A D. - 280 1.484 0.549 120 1.433 3. - 200 1.040 .117 1.643 .688 1. 190 1.866 . .403 4. . - 140 0. .805 4. 250 .828 1. .180 . .550 .476 . 180 1.484 0.107 .532 1.f.532 2.411 . .403 1. - 160 0.t. 260 . .403 .379 40 1. . - 250 1.044 3.261 2. - 120 0.484 1. . - 310 1. .762 .000 100 1.349 .296 .f. .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .403 2. - 300 1. 240 . . for basecoat thickness only (mm) m-1 30 min 60 min 90 min 120 min m-1 30 min 60 min 90 min 120 min 40 0.550 2.040 .403 2.403 . 150 1.683 0.129 4. - 220 1. . - 240 1. . .122 .297 4. - 290 1.399 .804 - 60 0. . 170 1. - 270 1. 310 .876 2. .532 2.484 0. .484 1.960 2. . 290 . - 260 1. .484 1. . . . 230 . - 320 1.274 110 1. . .923 5.760 . - 180 0. .asfp.848 . 160 1. .538 1.508 60 1.295 5. . .815 .403 3. .304 . .707 2. . . 220 . .550 4. 210 . uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .org.asfp.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 215 Fire protection for structural steel in buildings th www. Consult manufacturers technical literature for full details. Brush/roller: maximum wet film thickness per coat . Durability The coating has been tested to BS3900-E3 (impact resistance) and BS3900-E2 (scratch resistance) with good results and is therefore shown to be able to resist reasonable levels of ‘wear and tear’ for good long term performance. a) Protection technique Profile b) Application technique Airless Spray.35 kg/l Nominal Volume Solids: 70% 5. Product description Water borne intumescent coating 2. West Bromwich. West Midlands B70 7JZ T: 0121 525 5665 F: 0121 553 2787 W: www. Wet coverage rate Airless spray: Maximum wet film thickness per coat – 2285 microns. for higher cosmetic finish. 8. Gloss or semi-gloss finish in a wide range of colours available when topcoated. product may be applied up to 1428 microns wet. Apply ProtegaFire S168 to appropriate thickness – consult loading table.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .714 microns. Nominal specific gravity Nominal Density: 1. Recommended for ISO 12944 C1 or C2 conditions. giving 1000 microns dry.PROTEGAFIRE S168 1. giving 500 microns dry. giving 1600 microns dry. 9. Other applications Consult manufacturer for details.com 3. Where cosmetic finish is not important.protegacoatings. Apply Protega topseal as required (not required for C1 environments). brush & roller c) Specification of system Blast clean to Sa2½ and apply approved primer – consult manufacturer’s technical information for details of range of approved primers.asfp. Performance in other BS and EN tests Consult manufacturer for details. 7. On site use Internal use only. 10. Association for Specialist Fire Protection 216 Fire protection for structural steel in buildings th www. Manufacturer PROTEGA COATINGS LTD Kelvin Way. Appearance Smooth matt off-white finish.org. Availability Supplied direct from Protega Coatings 4. 6. 40 301 .14 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 217 Fire protection for structural steel in buildings th www.230 0.37 I-Section Beams Supporting a 201 .29 321 – 340 0.22 141 .195 0.200 0.55 126 .245 0.71 161 .27 166 .210 0.125 0.35 296 .255 0.305 0.38 Concrete Slab (3-sided) 206.180 0.23 251 .25 266 .41 90 mins 216 .220 0.43 Range of Section Intumescent 221 .115 0.77 306 .26 161 .asfp.28 171 .98 260 .org.34 191 .52 116 – 120 0.300 0.25 156 – 160 0.140 1.310 0.33 186 .30 176 .24 151 .09 336 .03 266 .215 0.09 271 .150 0.67 231 .290 0.51 111 .285 0.20 196 .62 141 .135 1.230 0.40 Critical Temperature 620oC 211 .59 136 .260 0.250 0.145 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .88 316 .82 311 .69 156 .57 131 .145 1.265 0.235 0.98 326 .225 0.160 1.45 up to 95 0.190 0.210 0.22 231 .320 0.44 Factors (m-1) Thickness (mm) 226 .30 291 .82 246 .93 256 .19 281 .270 0.110 0.265 0.170 0.240 0.49 106 .150 1.280 0.27 306 – 320 0.130 1.100 0.275 0.48 101 .72 236 .21 211 .165 1.32 181 .165 0.250 0.26 286 – 305 0.47 96 .23 146 .330 1.24 286 .PROTEGAFIRE S168 I-Section Beams Supporting a I-Section Beams Supporting a Concrete Slab (3-sided) Concrete Slab (3-sided) Critical Temperature 620oC Critical Temperature 620oC 30mins 60 mins Range of Section Intumescent Range of Section Intumescent Factors (m-1) Thickness (mm) Factors (m-1) Thickness (mm) up to 195 0.155 1.77 241 .340 1.14 276 .315 0.325 0.105 0.155 0.20 Up to 135 0.36 196 .140 0.54 121 .295 0.66 151 .89 251 .93 321 .185 0.64 146 .03 331 .175 0.335 1.285 0.21 136 .205 0. 72 221 .225 0.58 191 .08 106 .120 1.145 0.180 0.125 1.28 131 .96 91 .45 281 .20 291 .245 0.25 151 .56 186 .280 0.135 1.245 0.75 0.260 0.38 246 .90 246 .93 251 .48 296 .26 301 .215 0.36 141 .25 181 .165 0.310 0.50 0.280 1.35 231 .135 0.17 286 .155 0.40 321 .23 141 .70 56 -60 0.195 0.110 1.08 276 .55 181 .63 Range of Section Intumescent 211 .205 0.150 0.20 166 .140 1.200 0.265 0.320 1.asfp.69 51 .20 up to 130 0.260 0.81 236 .210 0.35 316 .80 0.84 241 .29 306 .05 271 .32 311 .330 0.250 0.170 0.270 0.92 86 .PROTEGAFIRE S168 I-Section Beams (4-sided) I-Section Beams (4-sided) Critical Temperature 550oC Critical Temperature 550oC 30 mins 60 mins Range of Section Intumescent Range of Section Intumescent Factors (m-1) Thickness (mm) Factors (m-1) Thickness (mm) up to 165 0.175 0.285 1.14 281 .12 111 .99 261 .85 0.240 0.72 61 .16 116 .305 1.145 1.325 1.220 0.32 136 .160 0.24 146 .195 0.26 156 .40 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 218 Fire protection for structural steel in buildings th www.295 0.23 296 .290 1.310 1.04 101 .68 46 .235 0.41 261 .31 211 .230 0.59 I-Section Beams (4-sided) 196 .55 0.65 Factors (m-1) Thickness (mm) 216 .62 90 mins 206 .180 0.230 0.130 1.95 1.29 171 .21 131 .65 0.105 1.210 0.28 196 .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .20 121 .78 231 .60 Critical Temperature 550oC 201 .100 1.190 0.70 0.96 256 .02 266 .88 81 .66 up to 45 0.76 66 .90 1.115 1.80 71 .75 226 .255 0.30 176 .315 1.185 0.275 1.org.28 166 .295 1.22 136 .84 76 .27 161 .51 311 .300 1.140 0.00 96 .24 126 . 160 0.56 136 .320 0.80 246.255 1.37 171 .85 266 .205 1.60 151 – 160 0.76 226 .135 0.38 176 .52 271 .66 181 .100 0.64 171 .130 0.88 276 .250 1.180 0.22 86 .135 0.15 216 .295 0.145 0.165 0.52 116 .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .26 111 .140 0.240 1.35 161 .94 296 .210 0.25 101 .225 0.41 191 .30 236 .91 286 .58 276 .62 161 .27 116 .95 0.245 0.300 0.330 0.270 1.46 261 .00 301 .21 81 .20 up to 80 0.170 0.42 196 .49 266 .220 1.260 1.30 131 .33 146 .32 141 .265 1.asfp.190 0.74 221 .27 231 .58 146 .210 1.70 201 .150 0.29 126 .200 1.230 1.12 211 .340 0.44 206 .190 1.40 251 .72 211 . 43 201 .280 1.145 0.36 166 .PROTEGAFIRE S168 I-Section Columns (4-sided) I-Section Columns (4-sided) Critical Temperature 462oC Critical Temperature 462oC 30 mins 60 mins Range of Section Intumescent Range of Section Intumescent Factors (m-1) Thickness (mm) Factors (m-1) Thickness (mm) Up to 115 0.40 186 .310 0.265 0.180 0.185 0.68 191 .115 0.150 0.34 151 .28 121 .36 246 .85 0.org.235 1.78 236 .255 0.125 0.09 331 .285 0.03 311 .39 181 .06 321 .33 241 .275 1.125 0.60 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 219 Fire protection for structural steel in buildings th www.43 256 .110 0.18 221 .215 1.245 1.200 0.24 96 .54 126 .120 0.90 0.82 256 .31 136 .225 1.195 1.23 91 .220 0.175 0.170 0.24 226 .235 0.275 0. Durability Scotchkote Pyrotech SPX is suitable for use unprotected in dry internal areas classified C1 in accordance with ISO 12944. Performance in other BS tests For details consult manufacturer.co. a) Protection technique Profile b) Application technique Airless spray or brush c) Specification of system Application – min temp of 7°C and Max humidity of 80% ƒ Blast clean to a minimum standard of SA2½ and apply an approved primer. 10. On site use Dry internal areas only.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .uk 3.copon.66m² per litre at 1mm dft by Airless Spray Theoretical coverage 1.See thickness table for required loading. ƒ Apply sealer coat where required Association for Specialist Fire Protection 220 Fire protection for structural steel in buildings th www. 9. white finish 7. Scotchkote Pyroseal is required for C2/C3 internal environments. 3M United Kingdom plc Standard Way.37kg/ltr Nominal Volume Solids (ASTM 2697) 66% 5. Appearance Smooth.asfp. with multicoats required for the higher A/V (Hp/A) range. Availability Supplied direct from the manufacturer 4. Northallerton. Nominal specific gravity Nominal Density 1. Manufacturer 3M E WOOD. Wet coverage rate Theoretical coverage 0.SCOTCHKOTE PYROTECH SPX 1. DL6 2XA T: 01609 780170 F: 01609 780438 W: www. Other applications For sections with web openings please consult the manufacturer for data and product loadings For details for other applications consult manufacturer. Product description Scotchkote Pyrotech SPX waterborne thin film intumescent coating 2.65m² per litre at 400 microns dft by Brush 6. ƒ Apply Pyrotech SPX . Covering a wide range of A/V (Hp/A) values in 1 coat. 8.org. Consult manufacturer for details of approved primers. Corrosion Protection Products. 909 141-145 625 0.288 101-105 425 0.591 221-225 1100 1.758 116-120 1165 1.485 76-80 650 0.061 86-90 360 0.SCOTCHKOTE PYROTECH SPX Universal Columns and Beams4-Sided Exposure Critical Temperature 550°C 30 MINS 60 MINS 90 MINS A/V dft µm l/m² A/V dft µm l/m² A/V dft µm l/m² 0-310 300 0.409 206-210 960 1.545 86-90 750 1.871 136-140 600 0.985 151-155 675 1.174 176-180 800 1.098 166-170 750 1.250 186-190 850 1.833 126-130 1300 1.985 81-85 340 0.667 116-120 500 0.909 256-260 1300 1.795 121-125 1230 1.212 181-185 825 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .455 0-75 600 0.212 96-100 400 0.023 156-160 700 1.970 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 221 Fire protection for structural steel in buildings th www.364 201-205 930 1.606 96-100 850 1.455 211-215 1000 1.364 106-110 450 0.288 191-195 875 1.909 76-80 320 0.136 171-175 775 1.667 226-230 1125 1.136 91-95 380 0.705 231-235 1150 1.818 246-250 1230 1.780 241-245 1200 1.644 101-105 900 1.org.720 111-115 1100 1.326 196-200 900 1.970 131-135 575 0.864 126-130 550 0.576 91-95 800 1.765 121-125 525 0.662 106-110 1000 1.455 0-75 300 0.947 146-150 650 0.742 236-240 1175 1.061 161-165 725 1.515 81-85 700 1.515 111-115 475 0.864 251-255 1260 1.asfp.515 216-220 1050 1. asfp.818 191-195 585 0.477 76-80 465 0.167 261-265 785 1.667 116-120 800 1.773 141-145 1000 1.386 321-325 930 1.242 281-285 830 1.712 126-130 860 1.455 0-100 300 0.424 331-335 950 1.303 156-160 485 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .545 91-95 560 0.org.212 271-275 810 1.212 146-150 455 0.818 151-155 1100 1.758 111-115 345 0.970 196-200 600 0.136 141-145 440 0.515 171-175 525 0.455 0-75 425 0.909 126-130 400 0.864 161-165 1200 1.189 266-270 800 1.341 306-310 900 1.091 241-245 730 1.886 166-170 1300 1.909 201-205 615 0.689 121-125 830 1.955 211-215 645 0.256 286-290 840 1.295 296-300 870 1.644 101-105 315 0.000 221-225 680 1.803 116-120 360 0.795 146-150 1050 1.364 311-315 905 1.932 206-210 630 0.364 161-165 500 0.985 131-135 410 0.500 81-85 500 0.591 176-180 540 0.318 301-305 885 1.455 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 222 Fire protection for structural steel in buildings th www.439 166-170 510 0.841 156-160 1150 1.030 226-230 700 1.273 291-295 855 1.227 276-280 820 1.705 106-110 330 0.SCOTCHKOTE PYROTECH SPX Universal Beams 3-Sided Exposure Critical Temperature 620°C 30 MINS 60 MINS 90 MINS A/V dft µm l/m² A/V dft µm l/m² A/V dft µm l/m² 0-310 300 0.644 111-115 750 1.061 231-235 710 1.439 336-340 960 1.144 256-260 770 1.076 236-240 720 1.735 131-135 900 1.523 86-90 530 0.258 151-155 470 0.576 96-100 600 0.061 136-140 425 0.106 246-250 740 1.409 326-330 940 1.621 106-110 700 1.121 251-255 755 1.758 136-140 950 1.606 101-105 650 0.977 216-220 660 1.848 121-125 380 0.667 181-185 555 0.371 316-320 915 1.742 186-190 570 0. asfp.PAGE LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 223 Fire protection for structural steel in buildings th www.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . a) Protection technique Profile b) Application technique Airless spray or brush c) Specification of system Application – min temp of 7°C and max humidity of 80% ƒ Blast clean to a minimum standard of SA2½ and apply an approved primer.co.org.7m² per litre at 400 microns dft by Brush 6.SCOTCHKOTE PYROTECH SPX90 1.32kg/ltr Nominal Volume Solids (ASTM 2697) 68 5. Durability Scotchkote Pyrotech SPX 90 is suitable for use unprotected in dry internal areas classified C1 in accordance with ISO 12944. Other applications For sections with web openings please consult the manufacturer for data and product loadings For details for other applications consult manufacturer. Performance in other BS tests For details consult manufacturer.See thickness table for required loading. with multicoats required for the higher A/V (Hp/A) range. Availability Supplied direct from the manufacturer 4.copon. Northallerton. ƒ Apply sealer coat where required.uk 3. white finish 7. 10. Scotchkote Pyroseal is required for C2/C3 internal environments. 3M United Kingdom plc Standard Way. On site use Dry internal areas only. 8.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . DL6 2XA T: 01609 780170 F: 01609 780438 W: www. Covering a wide range of A/V (Hp/A) values in 1 coat. Nominal specific gravity Nominal Density 1. Association for Specialist Fire Protection 224 Fire protection for structural steel in buildings th www. Wet coverage rate Theoretical coverage 0.asfp. Manufacturer 3M E WOOD.68² per litre at 1mm dft by Airless Spray Theoretical coverage 1. 9. ƒ Apply Scotchkote Pyrotech SPX 90 . Product description Scotchkote Pyrotech SPX 90 waterborne thin film intumescent coating 2. Appearance Smooth. Consult manufacturer for details of approved primers. Corrosion Protection Products. 971 251-255 945 1.588 186-190 800 1.537 181-185 790 1.051 116-120 645 0.699 60 MINUTES 301-305 1310 1.000 181-185 2000 2.331 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 225 Fire protection for structural steel in buildings th www.919 216-220 870 1.081 231-235 900 1.103 121-125 655 0.213 71-75 1070 1.735 276-280 2700 3.949 321-325 1500 2.066 186-190 2035 2.581 151-155 1500 2.860 211-215 855 1.963 326-330 1545 2.162 56-60 990 1.294 96-100 1205 1. 146-150 710 1.853 291-295 2810 4.809 286-290 2775 4.860 171-175 1835 2.993 211-215 2220 3.926 316-320 1455 2.279 91-95 1180 1.324 161-165 745 1.169 276-280 1075 1.184 241-245 925 1.926 246-250 935 1.654 266-270 2625 3.890 296-300 2845 4.272 201-205 2145 3.691 271-275 2665 3.912 311-315 1405 2.324 106-110 1260 1.360 116-120 1310 1.015 90 MINUTES The loadings above are for use with 141-145 700 1.346 111-115 1285 1.375 231-235 2370 3.449 291-295 1215 1.029 A/V dft µm l/m² columns and 4 sided beams.419 236-240 2405 3.485 176-180 780 1.993 111-115 630 0.125 271-275 1025 1.088 266-270 980 1.243 81-85 1125 1.110 41-45 910 1.809 206-210 845 1.941 0-110 620 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .647 156-160 1585 2.493 246-250 2480 3.412 131-135 1395 2.375 121-125 1340 1.537 251-255 2515 3.228 76-80 1100 1.257 216-220 2260 3.081 31-35 855 1.265 136-140 690 1.574 296-300 1265 1.007 256-260 960 1.309 101-105 1230 1.206 196-200 2110 3.426 171-175 765 1.772 281-285 2735 4.301 211-225 2295 3.926 176-180 1915 2.456 241-245 2440 3.213 131-135 675 0.787 166-170 1750 2.org.059 26-30 830 1.441 141-145 1445 2.721 161-165 1665 2.338 226-230 2330 3.375 166-170 755 1.132 236-240 915 1.978 206-210 2185 3.SCOTCHKOTE PYROTECH SPX90 Universal Columns and Beams4-Sided Exposure Critical Temperature 550°C 30 MINUTES 60 MINUTES 90 MINUTES A/V dft µm l/m² A/V dft µm l/m² A/V dft µm l/m² 0-320 620 0.647 191-195 810 1.574 256-260 2555 3.184 The loadings below are for use with 151-155 720 1.154 126-130 665 0.390 126-130 1365 2.147 51-55 965 1.191 66-70 1045 1.140 191-195 2075 3.699 196-200 825 1.125 46-50 935 1.971 211-225 880 1.176 61-65 1015 1.816 A/V dft µm l/m² 306-310 1360 2.asfp.426 136-140 1420 2.618 261-265 2590 3.507 146-150 1475 2.912 286-290 1170 1.257 86-90 1150 1.221 columns only 156-160 735 1.206 281-285 1120 1.757 201-205 835 1.044 0-25 805 1.051 261-265 970 1.096 36-40 885 1.022 226-230 890 1. 493 246-250 770 1.309 161-165 1190 1.081 96-100 850 1.904 206-210 1500 2.015 76-80 780 1.279 281-285 2325 3.000 326-330 965 1.750 301-305 905 1.162 121-125 945 1.029 81-85 795 1.147 256-260 2095 3.419 191-195 1395 2.949 321-325 955 1.596 326-330 2745 4.853 201-205 665 0.390 301-305 2515 3.asfp.213 226-230 725 1.081 216-220 700 1.301 60 MINUTES 36-40 630 0.287 231-235 735 1.206 31-35 615 0.985 226-230 1750 2.904 276-280 840 1.066 91-95 835 1.801 306-310 915 1.846 311-315 930 1.147 221-225 710 1.904 211-215 1565 2.221 136-140 1015 1.331 166-170 1225 1.199 131-135 980 1.897 316-320 940 1.904 201-205 1465 2.360 296-300 2465 3.926 216-220 1625 2.441 311-315 2605 3.103 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 226 Fire protection for structural steel in buildings th www.346 171-175 1255 1.SCOTCHKOTE PYROTECH SPX90 Universal Beams .331 291-295 2420 3.235 141-145 1050 1.559 251-255 780 1.169 261-265 2140 3.412 306-310 2560 3.000 71-75 760 1.404 186-190 1360 2.118 251-255 2045 3.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .088 246-250 2000 2.757 196-200 655 0.647 291-295 880 1.699 261-265 805 1.544 321-325 2700 3.257 146-150 1085 1.309 286-290 2375 3.294 156-160 1155 1.066 241-245 1940 2.941 206-210 680 1.699 296-300 890 1.3-Sided Exposure Critical Temperature 620°C 30 MINUTES 90 MINUTES 90 MINUTES A/V dft µm l/m² A/V dft µm l/m² A/V dft µm l/m² 0-330 620 0.971 281-285 855 1.132 111-115 905 1.669 191-195 645 0.963 61-65 725 1.912 46-50 670 0.199 266-270 2185 3.250 276-280 2280 3.184 126-130 960 1.044 86-90 815 1.978 66-70 740 1.831 271-275 830 1.007 231-235 1815 2.154 26-30 615 0.574 186-190 630 0.419 241-245 755 1.037 286-290 865 1.051 196-200 1430 2.110 106-110 890 1.956 221-225 1690 2.037 236-240 1875 2.007 211-215 690 1.147 116-120 925 1.949 56-60 705 1.912 0-25 615 0.765 266-270 815 1.382 181-185 1325 1.493 316-320 2655 3.926 51-55 685 1.org.353 236-240 745 1.390 A/V dft µm l/m² 41-45 650 0.272 151-155 1120 1.368 176-180 1290 1.485 0-185 620 0.228 271-275 2235 3.625 256-260 790 1.096 101-105 870 1. org.asfp.PAGE LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 227 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Verified Environmental Management to EN ISO 14001. VOC approx. Product description Water based intumescent coating for interior use 2. 1. Certifire (UK) 9. Nominal specific gravity Basecoat: approx.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . 44 g/litre 7. Coloured top coat only required for decorative finish 6. Vaihingen Enz. 1.4 g/cm3 Topcoat Sika® Unitherm® Dispersion: approx.com 3. BAM (Germany). Other applications Suitable for fire protection of galvanised steel and cast iron a) Protection technique Profile b) Application technique Airless spray.2 g/cm3 Topcoat Sika® Unitherm® 7854: approx. Manufacturer SIKA KORROSIONSSCHUTZ GMBH Rieter Tal D-71665.unitherm–online. Durability Long term durability tested by public Institute. roller or brush c) Specification of system (a) Blast clean to SA 2½ (b) Apply suitable primer. Appearance White smooth basecoat. Performance in other BS and EN Tests Quality Assurance to ISO 9001. Germany T: +49 7042 1090 F: +49 7042 109289 W: www.asfp. On site use Internal structures. Wet coverage rates Brush 800 g/m2 Airless spray 1400 g/m2 5.org.SIKA UNITHERM SAFIR 1. see technical data sheet on primers (c) Apply Sika® Unitherm® safir to required thickness (see table) (d) Apply 1 coat decorative top coat if required for appearance (e) Refer to Sika® Unitherm® safir product data sheet before using Association for Specialist Fire Protection 228 Fire protection for structural steel in buildings th www.3 g/cm3 4. MPA Braunschweig (Germany) 8.1. 738 1.843 1.857 1.594 215 0.998 1.301 85 0.973 280 1.asfp.557 2.sided] [4.655 Hp/A Columns CHS Beams [m-1] and Beams Columns 240 0.966 1.749 1.020 1.423 0.345 2.843 180 0.461 0.741 170 0.392 0.304 250 1.424 1.636 1.803 1.535 150 0.687 1.587 155 0.718 270 1.161 290 1.223 300 1.113 60 0.239 80 1.689 165 0.433 140 0.64 315 0.024 1.631 I-Section RHS & 230 0.932 270 0.569 2.381 135 0.680 up to 49 0.291 2.486 0.429 0.sided] [4.364 95 0.46 1.330 130 0.207 75 0.464 305 0.066 0.416 0.641 1.407 110 0.299 245 120 0.530 0.52 1.695 1.401 0.845 275 1.288 295 0.731 255 0.sided] [4.728 320 0.182 2.404 0.972 1.sided] [3.sided] 245 1.661 1.460 260 1.500 1.270 82 1.435 0.442 0.792 175 0.643 I-Section 235 0.92 1.606 Fire resistance period 60 mins 220 0.532 1.299 125 0.999 275 0.765 1.49 1.480 0.330 255 1.62 1.865 265 0.895 185 0.904 330 1.453 2.638 160 0.499 1.493 0.869 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .474 0.176 70 0.399 2.sided] [4.sided] up to 115 0.133 285 0.484 145 0.333 90 0.467 0.100 285 1.912 1.org.049 200 0.SIKA UNITHERM SAFIR Fire resistance period 30 mins Fire resistance period 60 mins 620°C 540°C 520 °C 620°C 540°C 520 °C I-Section RHS & I-Section RHS & I-Section I-Section Hp/A Columns CHS Hp/A Columns CHS Beams Beams [m-1] and Beams Columns [m-1] and Beams Columns [3.619 620°C 540°C 520 °C 225 0.692 50 0.376 300 0.791 1.410 0.151 210 0.081 1.sided] [4.200 290 0.704 55 0.410 0.366 280 0.469 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 229 Fire protection for structural steel in buildings th www.364 105 0.431 0.sided] [4.237 2.946 190 0.050 1.161 295 1.579 1.713 1.552 310 0.664 247 0.798 260 0.507 2.817 1.664 250 0.284 305 1.144 65 0.448 0.587 1.997 195 0.946 1.895 1.549 1.540 2.100 205 0.816 325 1.455 0.582 2.668 [3.396 100 0.590 265 1.128 1.074 1. unitherm–online. VOC approx. roller or brush c) Specification of system (a) Blast clean to SA 2½ (b) Apply suitable primer.29 g/cm3 Topcoat Sika® Unitherm® 7854: approx.3 g/cm3 4. Germany T: +49 70421090 F: +49 7042109289 W: www. Appearance White smooth basecoat.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Manufacturer SIKA KORROSIONSSCHUTZ GMBH Rieter Tal D-71665. 1. Coloured top coat only required for decorative finish and exterior performance 6. Durability Long term durability tested by public Institute.SIKA UNITHERM 38091 1. BAM (Germany).com 3. Verified Environmental Management to EN ISO 14001. Certifire (UK) 9. Sika® Unitherm® shop and Sika® Unitherm® 38091 RS 2.asfp. Other applications Suitable for fire protection of galvanised steel and cast iron a) Protection technique Profile b) Application technique Airless spray.org. Sika® Unitherm® 38091exterior. 1. Sika® Unitherm® 38091 fast dry. Product description Solvent based intumescent coating Variations available Sika® Unitherm® 38091 interior. MPA Braunschweig (Germany) 8. Vaihingen Enz. Wet coverage rates Brush 800 g/m2 Airless spray 1400 g/m2 5. 390 g/litre 7. see technical data sheet on primers (c) Apply Sika® Unitherm® 38091 to required thickness (see table) (d) Apply 1 coat decorative top coat if required for appearance or 2 coats for exterior resistance (e) Refer to Sika® Unitherm® 38091 product data sheet before using Association for Specialist Fire Protection 230 Fire protection for structural steel in buildings th www. Nominal specific gravity Basecoat: approx. Performance in other BS and EN Tests Quality Assurance to ISO 9001. On site use Internal or external structures. 449 1.284 0.943 0.536 0.771 0.100 205 0.471 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .600 270 0.250 0.191 1.736 0.asfp.700 0.269 1.600 215 0.454 1.222 1.443 1.050 170 0.600 0.407 0.176 1.600 0.571 0.sided 550°C 620°C* 520 °C 590°C* 550°C 620°C* 520 °C 590°C* <90 0.600 0.600 0.300 1.317 0.250 0.450 0.250 0.837 0.358 0.071 185 0.043 165 0.351 1.436 0.250 0.sided 3.258 0.276 0.600 0.060 0.323 0.600 0.793 105 0.100 1.443 0.894 120 0.600 0.437 1.340 0.397 1.600 230 0.464 0.268 0.070 0.346 0.600 275 0.557 0.391 1.600 210 0.292 0.687 * Table applies to beams with concrete slab This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 231 Fire protection for structural steel in buildings th www.600 290 0.375 0.sided 4.300 0.145 1.288 0.431 1.334 0.080 0.325 0.250 0.414 0.600 265 0.250 0.300 0.130 1.507 0.600 0.600 0.429 0.sided 3.161 1.014 0.529 0.sided 4.929 125 0.479 0.115 1.600 295 0.036 160 0.907 0.079 190 0.007 140 0.253 1.653 320 0.457 0.600 240 0.600 245 0.029 155 0.206 1.579 0.400 0.250 0.292 0.sided 3.064 180 0.721 95 0.369 1.514 0.283 0.342 0.350 0.757 100 0.311 0.500 0.600 310 0.392 0.386 1.252 0.600 0.267 0.600 255 0.090 1.280 0.486 0.600 235 0.050 0.600 220 0.426 1.806 0.357 1.363 1.979 0.296 0.564 0.600 305 0.586 0.367 0.333 0.600 280 0.093 200 0.021 150 0.600 0.256 0.600 300 0.664 0.086 195 0.sided 4.543 0.275 0.593 0.600 250 0.238 1.600 0.600 0.260 0.600 0.306 0.829 110 0.000 135 0.521 0.272 0.374 1.964 130 0.871 0.600 0.329 0.284 1.057 175 0.308 0.380 1.org.600 285 0.600 225 0.600 0.383 0.403 1.264 0.620 315 0.420 1.SIKA UNITHERM 38091 Fire resistance period 30 mins Fire resistance period 30 mins I-Section RHS & I-Section RHS & Hp/A I-Section RHS Hp/A I-Section RHS Columns CHS Columns CHS [m-1] Beams Beams [m-1] Beams Beams & Beams Columns & Beams Columns 4.317 0.014 145 0.421 0.629 0.sided 3.409 1.414 1.600 0.600 260 0.460 1.550 0.862 115 0.493 0. 700 55 0.396 1.130 260 1.250 0.443 0.864 1.100 250 1.700 0.250 110 0.805 0.443 1.467 130 0.333 1.917 0.700 150 0.647 0.450 1.765 2.100 1.844 2.433 1.388 1.347 0.sided 3.550 40 0.org.500 * Table applies to beams with concrete slab This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 232 Fire protection for structural steel in buildings th www.600 200 0.906 1.407 0.417 160 0.306 0.100 0.682 0.925 1.533 135 0.610 1.252 0.817 2.970 0.600 205 0.352 1.895 2.253 300 1.455 1.069 240 0.550 2.388 0.320 1.400 125 0.415 1.743 1.922 2.950 235 0.150 100 0.319 0.000 85 0.400 1.950 80 0.506 1.259 0.790 2.424 1.145 265 1.325 1.750 2.500 2.500 165 0.279 0.333 155 0.343 0.417 2.600 215 0.600 0.371 320 1.571 170 0.750 60 0.261 0.510 0.875 1.288 0.800 1.200 0.300 1.600 210 0.600 0.333 0.630 0.425 0.600 190 0.600 220 0.881 0.270 0.870 2.242 1.324 0.269 305 1.306 0.438 180 0.894 0.600 0.191 280 1.550 1.040 2.937 1.935 1.575 1.375 1.600 1.200 105 0.800 65 0.585 1.600 0.300 315 1.635 1.284 310 1.700 2.sided 3.020 2.146 1.600 195 0.600 225 0.700 1.600 0.921 1.600 140 0.950 2.543 0.206 285 1.370 1.sided 3.050 90 0.650 50 0.525 1.853 0.085 245 1.700 0.600 2.000 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .sided 4.878 1.300 115 0.sided 550°C 620°C* 520 °C 590°C* 550°C 620°C* 520 °C 590°C* < 37 0.778 0.367 0.460 0.SIKA UNITHERM 38091 Fire resistance period 60 mins Fire resistance period 60 mins I-Section RHS & I-Section RHS & Hp/A I-Section RHS Hp/A I-Section RHS Columns CHS Columns CHS [m-1] & Beams Beams Columns Beams [m-1] & Beams Beams Columns Beams 4.944 0.475 1.sided 4.250 0.600 185 0.600 45 0.100 2.638 0.900 75 0.650 175 0.600 0.425 1.867 0.533 1.420 1.350 1.315 0.830 0.850 70 0.664 0.950 1.480 1.150 1.250 1.183 2.115 255 1.640 1.222 290 1.sided 4.350 120 0.493 0.892 1.sided 3.200 1.525 1.250 0.500 1.813 0.044 0.600 0.257 2.379 1.050 1.760 0.579 0.060 1.361 1.176 275 1.275 0.100 95 0.740 2.161 270 1.750 0.995 0.613 0.733 0.406 1.238 295 1.596 0.000 2.060 2.850 1.291 0.750 230 0.477 0.650 145 0.080 2.650 2.527 0.661 1.715 1.333 0.717 0.asfp.975 2.560 1.296 0.561 0.689 1. sided 4.125 0.656 3.154 2.org.740 55 0.100 100 1.060 95 1.470 * Table applies to beams with concrete slab This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 233 Fire protection for structural steel in buildings th www.900 2.550 1.648 2.600 1.700 1.980 85 1.950 1.967 2.550 0.350 165 2.390 170 2.838 1.333 3.533 3.391 1.550 0.493 2.500 1.530 185 2.860 70 1.650 2.597 2.422 2.910 0. RHS & I-Section I.077 2.010 0.300 160 2.400 1.140 105 1.057 2.900 2.400 2.086 2.877 1.686 1.900 1.767 2.114 2.717 2.710 205 2.986 1.300 125 1.sided 3.220 115 1.143 2.650 45 0.300 2.070 245 2.824 140 2.180 110 1.183 1.267 3.775 2.800 2.733 2.300 1.250 265 2.212 1.940 80 1.867 2.660 200 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .230 0.380 280 2.711 130 1.200 1.200 3.430 285 3.783 2.590 0.762 1.440 175 2.750 2.330 1.600 1.200 2.200 260 2.100 1.545 2.550 1.128 1.889 2.sided 3.700 1.110 250 2.sided 4.882 145 2.400 1.700 50 0.980 235 3.160 255 2.000 1.900 75 1.000 2.062 1.450 1.550 1.914 1.020 90 1.560 35 0.600 3.767 135 1.233 2.800 1.441 1.156 1.260 120 1.sided 4. RHS & RHS RHS Hp/A Columns Section CHS Hp/A Columns Section CHS Beams Beams [m-1] & Beams Beams Columns [m-1] & Beams Beams Columns 3.000 2.171 2.620 195 2.271 1.780 60 1.800 1.467 3.833 2.533 2.500 1.550 1.SIKA UNITHERM 38091 Fire resistance period 90 mins Fire resistance period 90 mins I-Section I.570 190 2.290 270 2.890 225 3.317 2.sided 3.300 1.000 2.550 1.800 2.029 2.sided 4.700 2.020 240 3.023 1.000 155 2.840 220 3.340 275 2.750 2.820 65 1.asfp.346 2.sided 550°C 620°C* 520 °C 590°C* 550°C 620°C* 520 °C 590°C* < 25 0.600 1.241 1.480 180 2.550 1.610 40 0.100 1.520 30 0.933 2.550 0.700 0.941 150 2.800 215 3.750 210 2.650 1.300 2.930 230 3.723 1.400 3.810 0. 400 2.083 3.529 2.230 170 3.000 2.570 110 2.050 1.000 1.463 2.644 2.220 1.570 105 2.570 85 2.630 125 2.200 2.570 90 2.000 2.300 2.570 70 1.570 80 1.880 1.570 95 2.317 2.263 2.433 1.050 2.700 130 3.800 2.083 1.SIKA UNITHERM 38091 Fire resistance period 120 mins I-Section RHS & Hp/A I-Section RHS Columns CHS [m-1] Beams Beams & Beams Columns [4.329 2.830 140 3.700 1.000 2.400 * Table applies to beams with concrete slab This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 234 Fire protection for structural steel in buildings th www.600 2.267 1.570 25 30 1.100 160 3.570 75 1.733 3.570 45 1.sided] [3.830 2.000 3.930 2.200 2.483 2.329 2.063 1.323 190 3.525 2.100 2.570 55 1.030 155 3.570 115 2.860 2.asfp.org.180 1.863 2.570 35 1.570 120 2.150 2.900 2.617 1.250 2.970 2.570 65 1.350 1.875 2.400 2.570 100 2.790 2.818 3.729 3.246 185 3.567 2.720 2.129 2.167 180 3.770 135 3.063 2.300 175 3.967 1.570 50 1.sided] [3.700 2.520 1.570 60 1.263 2.900 145 3.400 3.970 150 3.650 2.400 2.929 2.200 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .sided] 550°C 620°C * 520 °C 590 °C * up to 1.133 1.170 165 3.400 2.350 3.909 3.570 40 1.000 1.756 2.129 2.sided] [4.300 2.663 2.760 2.783 1. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 235 Fire protection for structural steel in buildings th www.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp. On site use Internal applications 8. Durability Good resistance to impact and abrasion Durometer hardness: 80 shoreD ( tested to ASTM D2240) Impact resistance: 0. Details from the manufacturer 4. Wet coverage rate Basecoat: 25m2 per 25kg pail at 0. Manufacturer CAFCO INTERNATIONAL Bluebell Close. Association for Specialist Fire Protection 236 Fire protection for structural steel in buildings th www. Availability Supply and fix service by recognised applicators.5mm dft 6. Nominal specific gravity (g/ml) Basecoat: 1.SPRAYFILM WB3 1. Clover Nook Industrial Park.35 g/ml 5.6505g/1000 cycles ( tested to ASTM D4060) 9.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .org.asfp.cafcointl. Other applications Fully tested to UL standards Tested to various European standards a) Protection technique Profile b) Application technique Airless spray. Product description Water based intumescent coating 2.18kg/m ( tested to ASTM D2794) Abrasion resistance: 0. roller or brush c) Specification of system Blast clean to SA 2½ (preferred) or remove millscale with wire brush and degrease Apply compatible primer Apply SprayFilm WB3 to the required thickness ( see tables) Apply a decorative topseal if required. Appearance White with a slight sheen. Derbyshire DE55 4RA T: 01773 837900 F: 01773 836710 W: www. Contact manufacturer for details of topseal 7. Performance in other BS and EN tests Manufactured in accordance with ISO 9000 requirements 10. Decorative topseals may be applied as required. Alfreton.com 3. 30 1.23 0.31 1.23 0.40 55 0.20 1.83 2.02 2.27 4.95 250 0.23 0.11 4.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .86 2.20 1.73 2.91 2.57 1.48 75 0.23 0.70 2.89 2.24 0.20 1.20 195 0.77 145 0.07 2.25 1.25 1.23 0.83 320 0.org.23 0.02 3.23 0.48 240 0.76 2.52 1.20 1.27 1.60 125 0.05 255 0.26 70 0.11 260 0.26 1.23 0.01 50 0.97 2.23 225 0.29 1.17 265 0.70 80 0.26 2.25 1.20 2.23 0.20 2.91 85 0.52 6.64 1.25 1.20 190 0.20 2.07 3.46 1.23 0.23 0.23 0.23 0.23 0.20 215 0.23 0.48 2.94 2.56 1.23 0.36 1.57 100 0.35 95 0.25 1.25 0.23 0.20 1.29 275 0.73 140 0.23 0.64 130 0.20 205 0.40 5.61 1.67 1.asfp.25 0.23 0.40 1.31 2.41 285 0.98 170 0.02 175 0.20 1.23 0.30 1.23 0.23 0.38 1.71 310 0.25 1.20 1.00 110 0.24 0.23 0.24 0.70 245 0.59 300 0.69 135 0.95 45 0.30 1.13 90 0.58 2.37 2.42 1.20 200 0.42 2.23 0.19 4.54 1.40 235 0.53 295 0.20 1.93 2.14 2.23 0.28 1.25 1.29 1.57 1.20 2.07 65 0.25 0.23 0.15 4.16 2.23 0.24 0.20 220 0.88 2.73 60 0.57 1.18 3.20 185 0.25 0.25 1.32 230 0.32 1.31 5.23 0.95 3.32 1.08 2.44 5.50 1.48 1.23 0.47 290 0.96 2.78 105 0.23 0.20 1.89 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 237 Fire protection for structural steel in buildings th www.20 2.20 1.35 280 0.36 5.65 305 0.23 0.20 1.13 2.11 2.23 0.48 6.05 2.44 1.00 2.24 0.20 2.93 165 0.34 1.25 1.23 270 0.23 0.04 2.27 1.28 1.23 0.SPRAYFILM WB3 Universal beams (3 sided exposure) Universal beams (3 sided exposure) Critical temperature 620°C Critical temperature 620°C dft dft dft dft dft dft dft dft Section Section 30 mins 60 mins 90 mins 120 min 30 mins 60 mins 90 mins 120 min factor factor 40 0.20 1.20 1.26 1.20 1.85 155 0.43 120 0.83 2.23 0.10 2.22 115 0.77 315 0.23 4.20 210 0.31 1.99 2.22 180 0.56 6.70 1.19 3.80 2.20 2.89 160 0.81 150 0.28 1.20 2. 57 1.org.25 1.25 3.12 2.40 1.98 2.23 0.33 4.25 1.88 2.57 1.76 310 0.06 180 0.39 1.57 1.44 4.90 2.23 0.36 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 238 Fire protection for structural steel in buildings th www.24 1.20 190 0.57 1.05 225 0.57 1.06 140 0.22 3.41 4.57 1.20 1.17 3.23 0.24 1.93 2.63 1.20 3.21 2.24 0.20 1.30 1.47 65 0.57 1.06 3.38 4.23 0.72 270 0.07 2.23 0.44 2.27 2.23 0.20 1.34 1.SPRAYFILM WB3 Universal beams (4sided exposure) Universal beams (4sided exposure) Critical temperature 550°C Critical temperature 550°C dft dft dft dft dft dft dft dft Section Section 30 mins 60 mins 90 mins 120 min 30 mins 60 mins 90 mins 120 min factor factor 40 0.28 1.82 220 0.44 210 0.05 2.68 1.33 245 0.57 1.59 5.69 5.95 285 0.23 0.56 260 0.80 50 0.93 315 0.03 3.32 1.25 1.76 130 0.91 135 0.48 5.91 95 0.20 195 0.41 250 0.33 1.54 5.20 1.27 1.58 45 0.23 0.08 2.43 4.23 0.56 160 0.34 4.91 75 0.64 265 0.23 0.25 240 0.30 3.85 6.51 4.13 2.17 235 0.24 295 0.37 4.37 1.43 155 0.33 205 0.35 1.57 1.48 255 0.20 1.22 3.91 2.27 1.49 4.69 70 0.30 150 0.12 3.24 0.10 2.20 2.31 1.03 290 0.96 100 0.13 80 0.79 1.15 2.23 0.57 1.40 1.23 0.38 2.75 6.24 0.63 2.80 6.09 230 0.20 1.02 55 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .54 5.23 0.57 1.27 4.23 0.20 2.38 1.62 125 0.33 2.68 165 0.95 2.57 1.25 1.57 1.76 2.13 320 0.47 120 0.23 0.03 2.23 0.20 185 0.23 0.23 0.74 1.23 0.64 5.96 2.53 215 0.23 0.24 60 0.30 1.01 105 0.27 3.18 3.81 170 0.20 1.36 85 0.23 0.32 3.57 1.57 1.17 2.23 0.80 275 0.88 280 0.23 0.18 145 0.36 1.asfp.46 4.85 2.18 110 0.00 2.89 3.20 2.23 0.20 2.50 2.39 4.29 1.32 1.57 1.23 0.38 1.57 1.35 1.20 1.22 200 0.23 0.58 90 0.20 2.57 1.01 2.26 1.23 0.32 115 0.59 305 0.94 175 0.41 300 0. 23 0.36 2.94 170 0.05 3.58 5.50 255 0.38 3.23 0.75 215 0.30 1.22 3.23 0.33 1.23 0.23 0.17 3.85 1.91 75 0.98 2.02 125 0.24 135 0.56 305 0.32 1.93 115 0.23 0.50 195 0.32 180 0.44 145 0.19 2.50 185 0.23 0.94 2.27 4.88 2.33 1.23 0.60 1.34 140 0.36 245 0.66 1.89 110 0.86 280 0.00 220 0.23 0.asfp.30 1.01 2.23 0.60 1.23 0.77 2.23 0.25 0.23 4.60 1.21 235 0.26 0.00 1.30 3.64 265 0.43 250 0.35 1.75 95 0.95 2.24 0.19 295 0.35 3.00 1.89 2.29 1.90 2.org.00 2.23 0.50 200 0.54 5.87 2.43 4.25 0.49 5.24 0.35 1.18 3.02 55 0.50 210 0.00 1.23 0.69 70 0.27 0.13 320 0.84 105 0.10 2.37 1.85 2.60 1.25 0.60 1.00 2.06 2.93 285 0.60 1.67 6.14 3.53 2.07 225 0.25 3.23 0.28 2.93 2.45 2.32 1.10 3.28 0.60 1.36 1.25 0.60 1.60 1.00 1.45 5.61 2.14 230 0.04 175 0.36 1.47 65 0.27 3.34 1.09 2.12 2.71 1.99 2.23 0.57 260 0.96 2.31 1.25 0.36 This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 239 Fire protection for structural steel in buildings th www.23 0.36 85 0.24 60 0.93 315 0.79 275 0.92 2.69 2.23 0.54 150 0.71 270 0.80 100 0.00 1.95 2.29 1.80 1.92 2.29 240 0.27 0.60 1.02 3.41 4.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .23 0.32 4.31 1.37 300 0.34 1.36 4.26 0.50 190 0.28 1.60 1.50 205 0.75 1.24 0.23 0.00 290 0.58 45 0.84 165 0.19 3.00 1.60 1.00 1.60 1.90 2.04 2.97 120 0.58 90 0.40 5.62 6.80 50 0.71 6.74 160 0.60 1.60 1.14 130 0.91 2.24 0.13 80 0.14 3.24 0.00 2.SPRAYFILM WB3 Universal columns ( 4 sided exposure) Universal columns ( 4 sided exposure) Critical temperature 550°C Critical temperature 550°C dft dft dft dft dft dft dft dft Section Section 30 mins 60 mins 90 mins 120 min 30 mins 60 mins 90 mins 120 min factor factor 40 0.97 2.60 1.00 2.60 1.94 3.97 2.23 0.33 3.74 310 0.23 0.23 0.23 0.64 155 0.00 2. 19 3.48 3.9 5.98 5.64 2.5 210 0.47 1.57 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .33 1.26 - 105 0.52 2.63 .56 6.79 - 55 0.23 6 - 130 0.54 2.43 1.45 3.91 .97 - 95 0.41 1.5 235 0.4 6.53 2.5 1.56 2.45 1.5 215 0.23 0.35 1.13 3 6.8 3.74 4.23 0.03 2.32 270 0.5 195 0. - 165 0.29 3.12 - 100 0.65 260 0.23 0.42 3.31 255 0.59 - 150 0.5 3.55 2.42 1.65 4.46 1.68 4.09 - 65 0.86 2.44 1.29 - 140 0.5 220 0. 310 0.16 3.82 - 90 0.58 4.84 .33 .5 1.asfp.65 - 50 0. - 155 0.78 4.61 3.31 0.34 285 0.44 - This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 240 Fire protection for structural steel in buildings th www.81 5.89 5.39 3.41 - 110 0.42 1.77 5.53 - 80 0.5 225 0. 320 0.44 1.11 . 300 0. - 175 0.37 1.2 3.1 2.46 1. - 180 0.15 - 135 0.41 1.06 .48 1.5 190 0. - 160 0.39 .68 - 85 0.5 200 0.43 1.28 0.98 .79 2.4 1.26 0. 290 0.28 .77 .23 3.32 1 2.15 5.mm Section Coating thickness .32 6.4 1.48 1.4 1.94 6 280 0.67 4.24 0.8 3.71 2.23 0.3 3.7 .5 185 0.07 5.93 2.57 2.4 3.1 3.52 2.4 1.55 4.38 1.32 3.47 1.49 1.48 6.5 - 45 0.36 1.35 3.66 275 0.45 1.56 2.49 1.38 - 75 0.5 205 0.52 2.55 2.55 2.23 0.44 1.5 2 3. - 170 0.22 .85 - 125 0.23 0.41 1.24 - 70 0.26 3.53 2.72 4.17 .24 0. 295 0.71 4.56 - 115 0.99 265 0.52 3.54 2.8 3.97 250 0.71 - 120 0. 305 0. 315 0.61 4.51 1.25 0.57 2.83 5.94 - 60 0.mm factor – m-1 30 mins 60 mins 90 mins 120 min factor – m-1 30 mins 60 mins 90 mins 120 min 40 0.51 2.56 3.org.5 240 0.25 0.SPRAYFILM WB3 Hollow section columns ( 4sided exposure) Hollow section columns ( 4sided exposure) Critical temperature 532°C Critical temperature 532°C Section Coating thickness .27 0.3 0.8 3.8 3.59 2.48 1.23 0.44 - 145 0.5 230 0.06 2.64 245 0.9 3. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 241 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org. Wet coverage rate Theoretical coverage 0. ƒ Refer to Steelguard FM549 product data sheet before using. During this period.please consult manufacturer for individual project recommendations ƒ Apply Steelguard FM549 . On site use Normally used for on site application by airless spray. also tested and approved in various European Countries a) Protection technique Profile b) Application technique Airless spray or brush c) Specification of system Application . matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7.org. Appearance White. Good impact and abrasion resistance. 2. Availability Supplied direct from the manufacturer or distributor network 4. ƒ Apply topseal if necessary . DE55 7JR T: 01773 837300 F: 01773 837302 W: www.Surface temperature min 5°C max 50°C and max. Durability The Steelguard FM549 system has been successfully fire tested after extensive accelerated testing and natural ageing.com 3. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10.STEELGUARD FM549 1.see thickness table. humidity of 85% ƒ Abrasive blast clean to ISO 8501-1 Sa 2½.3 kg/l Nominal Volume Solids 68% +/. VOC compliant as an intumescent coating in accordance with PG6/23. 8. Nominal specific gravity Nominal Density 1. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House.3% 5. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns. Steelguard FM549 must be protected from pooling water. however.97 square metres/litres at 700 microns (typical dft) 6. hot humid environments or immersed conditions. Station Approach. Product description Thin film intumescent coating for internal and semi-exposed structural steelwork with decorative topseal range.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . 9. ƒ Apply PPG approved primer .no topseal required for dry internal C1 conditions (ISO 12944) - please consult manufacturer for individual project recommendations ƒ Steelguard FM549 can be left externally without a topseal for up to 1 month. Other applications Alternative critical temperature data available on request. Association for Specialist Fire Protection 242 Fire protection for structural steel in buildings th www. Can be left up to 4 weeks externally plus up to 8 weeks in sheltered areas without a topseal. Wood Street North. Alfreton.ppgpmc.asfp. 55 0.83 0.78 0.25 195 0.28 0.25 0.35 1.33 290 0.25 0.25 0.25 0.25 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.20 0.48 0.25 0.40 0.63 105 0.88 0.40 0.60 0.25 0.25 0.50 0.75 2.90 0.30 0.25 0.25 0.10 0.68 115 0. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).30 0.53 85 0.25 0.25 0.25 0.35 0.00 180 0.75 0.40 0.25 0.55 0. For A/V values outside this range consult PPG.25 0.25 0.95 1.30 1.93 1.50 0.25 0.60 0.25 0.40 0.50 70 0.35 0.30 0.05 0.30 0.50 75 0.25 0.78 0.25 0.35 0.25 0.45 0.25 0.25 0.25 0.35 0.35 0.35 0.25 0.15 0.60 100 0. Loadings for calculated critical temperatures outside this range are available from PPG.28 0.asfp.30 0. 500°C for 4 sided SHS/RHS columns.25 215 0.40 1.25 0.25 0.55 90 0.70 0.95 0.30 0.25 0.35 1.48 65 0.25 0.45 1.43 0.03 1.25 0.25 0. Consult your PPG representative for compatibility advice on other manufacturers primers.25 0.63 0.65 0.93 0.25 0.40 0.10 1.35 0.25 0.25 200 0.35 0.25 245 0.30 0.40 0.35 1.33 1.25 0.35 1.STEELGUARD FM549 30 minute loading Requirements (mm) 30 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.35 0.25 0.28 0.25 0.25 0.45 55 0.30 275 0.48 0.35 0.40 1.68 0. Primer shall be supplied by PPG.25 210 0.73 0.25 0.25 0.28 0.83 0.25 0.25 0.43 45 0.25 0.35 305 0.30 0.25 265 0.40 0.35 0.25 0.25 0.75 130 0.40 1.35 0.38 310 0.40 320 0.35 1.05 0.95 0.30 285 0.30 0.25 235 0.38 0.60 0.25 0.28 270 0.30 0.75 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.25 0.28 0.00 0.25 0.80 140 0.38 0.25 0.90 0.25 205 0.25 0.80 0.25 0.70 0. 2.85 150 0.25 0.40 1.90 1.43 0.25 0.25 255 0.90 1.30 0.25 225 0.35 0.40 0.85 0.25 0.35 0.35 0.35 0.25 0.85 0.25 0.25 0.45 0.35 0. 3.30 0.30 0.45 0.40 1.25 0.25 1.45 50 0.35 0.60 0.33 0.35 0.40 0.50 80 0.25 220 0.35 0.35 300 0.25 0.25 0.25 0.25 0.38 1.55 0.25 0.40 315 0.35 0.25 0.55 1. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 243 Fire protection for structural steel in buildings th www.30 0.25 0.35 1.40 1.25 0.15 1. Figures above are dry film thickness in mm and do not include primer.33 0.10 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.25 260 0.25 0.25 240 0.50 0.30 0.25 0.25 0.25 0.60 2.25 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.25 0.35 0.98 175 0.58 0.93 165 0.35 1.25 185 0.78 0.40 0.98 1.65 0.40 1.83 145 0.25 0.25 0.88 155 0.25 0.90 1.25 0.org.30 0.25 190 0.05 1.50 1.73 125 0.25 0.30 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.25 0.35 1.25 0.30 280 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .25 0.25 0.00 0.30 0.70 0.25 0.80 0.63 0.30 0.25 0.25 0.25 0.98 0.25 230 0.68 0.73 0.40 0.25 0.30 0.25 0.88 0.25 0.25 0.25 0.25 0.40 Note 1.25 0.53 0.45 60 0.65 0.30 0.40 0.30 1.35 0.25 0.25 0.70 2.25 0.95 170 0.25 250 0.25 0.38 0.25 0.58 0.00 1.25 0.40 1.25 0.25 0.15 1.25 0.58 95 0.25 0.25 0.70 120 0.65 2.78 135 0.33 0.25 0.25 0.38 0.30 0.25 0.33 0.65 110 0.20 1.90 160 0.30 0.53 0. 550°C for CHS columns.60 0.25 0.35 295 0.25 0.40 0.85 0.35 0.35 0. 80 1.65 0.70 1.05 3.75 0.45 0.10 130 0.58 1. .93 1.70 .75 60 0. 2.25 1.83 1.78 65 0. - 175 0.93 2.65 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .90 .38 0. 2. 2. .05 295 1.60 0.00 1. .75 0.55 0.60 1.00 110 0.68 0.48 0.90 280 1.78 1. .73 0.50 0.25 1.03 0.65 1. 1.80 70 0.95 0.20 3.68 45 0.43 210 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.35 0.95 100 0.45 1.85 275 1.60 315 1.43 1.58 0.03 115 0.73 .50 0.85 1.25 0.55 0.50 1. - 160 0.28 190 0.35 2. 1. .48 0.95 2.83 .08 125 0.25 1.73 1.45 0.75 1.60 235 0.45 1.50 0. .90 .00 290 1.88 1.90 0.45 0.75 .85 .45 0.73 1.45 0.45 0.38 1.28 1.70 .55 1.10 1.15 2.45 215 0.05 120 0. .68 1.10 1.53 1.45 0.80 0.93 95 0.30 1.68 250 1.83 270 1.93 0. .85 1.25 0.85 2. .80 1.68 1.78 1.20 1.org.35 0. 2.58 0.95 285 1.20 1.78 .28 0.13 135 0.83 75 0.30 195 0.98 105 0.65 Note 1. . Consult your PPG representative for compatibility advice on other manufacturers primers.60 1.68 1. Interpolation of loading requirements for A/V values between those stated above is acceptable.05 0.75 1.50 0.25 0.60 2. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.65 2. Primer shall be supplied by PPG.05 2.98 0.45 2.60 1.30 . 1.10 . - 170 0.95 1.70 0.35 200 0.20 1.80 1.00 1.50 0.18 1.00 1.43 0.90 1.63 1.20 1. - 145 0.33 0.15 140 0. Figures above are dry film thickness in mm and do not include primer.30 1. Loadings for calculated critical temperatures outside this range are available from PPG.40 3.45 0.05 2.08 1.60 0.80 1.05 1. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.53 4.20 0.55 0.95 2.88 .43 4.65 0.80 1.65 1.40 0.75 2.53 0.55 0.60 1.63 240 0.73 1.88 0.35 1.25 3.80 . 3.30 0.85 80 0.70 255 1. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 244 Fire protection for structural steel in buildings th www.30 3.55 0.28 0.48 0.65 0.90 2.95 1.90 0. - 150 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.25 0.83 0.15 1.55 1.70 50 0.23 1.95 0.63 0. - 180 0.58 2. 2.65 0.43 0.30 1.88 1.83 3. - 155 0.40 1. 550°C for CHS columns.55 230 0.45 0.48 220 0. .30 0.55 0.88 85 0.40 0.15 2.58 1.40 0.65 245 0.00 2.90 1. 2.80 265 1.98 .95 1.13 0. 500°C for 4 sided SHS/RHS columns.18 2. . 1.55 0.80 0.70 1.63 1.55 0.25 0.80 1.80 .75 1.35 3.asfp.95 .25 2. 1.40 305 1.65 . 1.65 0.45 0.43 0.20 1.48 .85 1.65 .40 205 0.50 310 1. 1.50 225 0. - 165 0.43 0.55 0. 2.45 4. .90 1.65 1.50 4. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).60 2.30 1.70 1.05 1.75 1.80 .60 1. .50 1.53 2. .10 2.85 1.65 1.73 55 0.50 0.93 . .50 1.35 1.28 3.35 0.50 0.15 1.95 1. For A/V values outside this range consult PPG.60 4.60 0.98 1.73 0.35 0.63 320 1.78 0.43 1.00 .73 0.75 260 1.STEELGUARD FM549 60 minute loading Requirements (mm) 60 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.13 1.85 1.90 90 0.15 1.53 0.23 300 1. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.68 0.45 1.10 0.35 1.85 1.85 0.00 2. 2.30 0.25 185 0.53 1.60 1.40 1.53 0. 35 2.20 3.40 1.73 1.75 255 2.40 3.05 0.73 180 1.90 . - 95 0.95 3.35 1. .40 3.52 0.97 1.20 1.26 0.20 1.65 0. .75 1.40 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. - 145 1.13 .60 0.38 3. .90 2.40 . Loadings for calculated critical temperatures outside this range are available from PPG. - 115 1.88 190 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .05 3.18 .65 175 1. 1.63 2.00 Note 1.15 60 0.58 1.01 1. .35 3.50 1.53 1. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.60 1. .18 2. 1.93 2.38 .28 1.15 3. - 75 0.78 2.23 3.73 2.30 . - 130 1.80 1.85 265 2. 1.30 2.18 3.40 . - 120 1.55 . 2.78 .45 . - 80 0.58 0.45 4.50 .10 . 1.80 0.43 2. 2.13 1.60 4.03 200 1.05 .55 165 1. . 500°C for 4 sided SHS/RHS columns. .79 3.90 1.89 1. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.05 3.58 240 2.60 170 1.70 2.80 185 1. 2.17 0.48 0.83 2. .90 2. .45 0.95 2.98 0.44 0. .53 4.49 2.15 210 1.10 3.30 3.90 .05 .05 .13 55 0.20 3.56 0.77 1.98 2.35 3.45 3.75 2.65 2. - 110 0.93 1.60 1.75 4.05 1.40 1. 550°C for CHS columns. 1. - 100 0. 1.28 3. .33 3. 1.81 1.51 0.70 .50 0. .90 270 2.15 .25 3.50 235 2.60 2. .50 3. . .43 3.85 3. .00 3.05 2.68 1.25 3.80 2.80 260 2.13 3.48 3.25 2.35 225 2.05 2.98 .40 3.95 195 1.55 .64 2.org. .95 . - 105 0. - 140 1.40 3.18 . Consult your PPG representative for compatibility advice on other manufacturers primers.asfp. . . .50 3.73 0. 3.30 . - 90 0.00 3.05 45 0.63 .98 280 2.05 3.30 2. - 150 1.00 0.75 . 1. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.90 3.69 0.23 .85 . 1.20 .25 3. - 135 1.85 2.22 2. - 65 0.06 1.45 1.85 2. . 1.14 1.30 3.45 3. .85 1.54 2.35 3. 2.95 275 2.13 3.28 220 2.18 1.74 2.STEELGUARD FM549 90 minute loading Requirements (mm) 90 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.10 50 0.39 2.70 250 2.65 245 2. 2. .90 .10 3.55 3.34 0. . Figures above are dry film thickness in mm and do not include primer.98 2. For A/V values outside this range consult PPG.59 2.85 0. Interpolation of loading requirements for A/V values between those stated above is acceptable. .23 . .69 2.15 3. .20 215 1. - 125 1.00 1.10 1.35 .68 .10 205 1.00 . 2. - 160 1.25 .43 . - 85 0. - 70 0.65 0. Primer shall be supplied by PPG.10 3.43 . The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 245 Fire protection for structural steel in buildings th www. .45 2. .55 2.60 2.26 2. . 1. .43 230 2.44 2. - 155 1.20 3. . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).90 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.58 4.60 1. 120 .68 2. - Note 1. .90 1. 140 .90 1. .90 1.85 . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres). .71 4.71 1. .00 2. 110 2.27 1.95 1. - 45 0.38 2. - 35 0.00 .45 1.35 . B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.91 2.90 1. . The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 246 Fire protection for structural steel in buildings th www.asfp. . 3. 125 .71 1.71 1.20 1.53 . . .71 .77 .71 1. .11 1. .71 2. Figures above are dry film thickness in mm and do not include primer. 100 2.07 .71 3.80 .71 .71 2. 150 .71 1.72 2. - 25 0.90 1.71 3.45 .02 85 1.18 1. .71 1.30 .71 1.75 2.71 2.77 1.16 1. Consult your PPG representative for compatibility advice on other manufacturers primers.32 1. 105 2.90 1. - 40 0. Primer shall be supplied by PPG.71 1. . . 2. . Consult PPG for advice on A/V for both standard & non-standard steel section sizes.54 2.38 2. - 50 1.38 .STEELGUARD FM549 120 minute loading Requirements (mm) 120 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 15 0.15 2.53 2. 2.91 . 145 .99 1. .17 . 2. 115 . - 75 1.92 .org. . .80 2. - 70 1. . 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.71 1. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.85 1.00 1.86 . 500°C for 4 sided SHS/RHS columns. - 55 1. . - 60 1. For A/V values outside this range consult PPG. - 80 1.71 1. - 20 0. .21 1. 130 .06 1.98 2.71 1. .36 90 1. Loadings for calculated critical temperatures outside this range are available from PPG. 2. 2.22 2.45 2. 2.07 2. . 550°C for CHS columns.70 95 1. 2.60 . 135 .71 3.90 2. 2. . .15 .71 1. Interpolation of loading requirements for A/V values between those stated above is acceptable.68 . 2. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.22 .75 .60 . - 30 0.60 1. - 65 1.50 2.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .90 .60 2.25 2.92 1.25 2.98 .71 1.30 2.71 1. .71 1.60 . org.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 247 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp. ppgpmc. Steelguard FM550 must be protected from pooling water. however. DE55 7JR T: 01773 837300 F: 01773 837302 W: www. 2.please consult manufacturer for individual project recommendations Steelguard FM550 can be left externally without a topseal for up to 52 weeks. Availability Supplied direct from the manufacturer or distributor network 4. Wet coverage rate Theoretical coverage 0. Station Approach. On site use Normally used for on site application by airless spray. Nominal specific gravity Nominal Density 1. 8.no topseal required for dry internal C1 conditions (ISO 12944) . hot humid environments or immersed conditions. Association for Specialist Fire Protection 248 Fire protection for structural steel in buildings th www.3% 5. matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7. Other applications Alternative critical temperature data available on request. Product description Thin film intumescent coating for internal and external structural steelwork with decorative topseal range. 9. During this period. Good impact and abrasion resistance. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House.see thickness table. humidity of 85% Abrasive blast clean to ISO 8501-1 Sa 2½. Steelguard FM560 faster drying off site grade is also available. VOC compliant as an intumescent coating in accordance with PG6/23. also tested and approved in various European Countries a) Protection technique Profile b) Application technique Airless spray or brush c) Specification of system Application .Surface temperature min 5°C max 50°C and max.org. Alfreton. Can be left up to 52 weeks externally without a topseal.97 square metres/litres at 700 microns (typical dft) 6.com 3. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns. Apply topseal if necessary .asfp. Durability The Steelguard FM550 system has been successfully fire tested after extensive accelerated testing and natural ageing.STEELGUARD FM550 1. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10. Appearance White or grey. Refer to Steelguard FM550 product data sheet before using.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Apply PPG approved primer . Wood Street North.3 kg/l Nominal Volume Solids 68 +/.please consult manufacturer for individual project recommendations Apply Steelguard FM550 . 73 0.75 2. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).40 0.25 0.30 0.30 0.30 280 0.25 0.38 0.35 0.25 0.43 0.90 0.25 0.30 0.55 0.40 0.38 0.25 0.80 0.70 0.25 0.25 0.25 0.35 1.30 0.00 1.40 Note 1.90 1.70 2.25 0.25 0.35 0.asfp.10 0. For A/V values outside this range consult PPG.45 0.25 220 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.25 0.30 285 0.30 0.38 0.25 0.20 1.25 200 0.40 0.25 0. 2.38 310 0.95 0.85 0.65 0.33 1.25 215 0.35 0.98 1.30 1.25 0.63 0.25 210 0.35 305 0.35 0.00 0.25 265 0. 500°C for 4 sided SHS/RHS columns.25 0.25 0.25 0.05 1.28 0.90 160 0.25 0.25 0.35 1.65 110 0.00 180 0.30 0.25 225 0.33 290 0.25 0.25 0.65 2.40 0.25 0.10 1. 3.35 0.25 0.25 0.60 0.25 0.35 1.60 0.48 65 0.90 1.25 0.25 1.25 0.25 0.63 105 0.35 0.25 0. Consult your PPG representative for compatibility advice on other manufacturers primers.35 0.78 135 0.98 0.50 0.25 0.25 0.25 0.28 0.25 0.55 90 0.25 235 0.85 0.25 0. 550°C for CHS columns.40 0.33 0.40 1.org.40 1.25 0.80 140 0.60 100 0.25 0.25 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.30 0.25 260 0.35 0.85 150 0.25 0.55 1.35 1.65 0.98 175 0.25 250 0.40 0.93 165 0.25 0.25 0.78 0.30 0.25 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .25 0.68 0.25 0.48 0.40 0.25 0.68 115 0.25 0.45 55 0.25 0.25 0.75 0.25 205 0.25 0.40 0.30 0.50 0.80 0.25 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.35 1.35 0.25 0.30 0.35 0.25 0.25 0.35 0.35 0.25 0.40 315 0.78 0.35 1.25 0.25 0.25 0.25 0.10 0.25 0.75 130 0.25 0.25 185 0.43 45 0.30 0.90 1.88 0.25 0.35 0.75 0.93 0.30 0.53 0.83 145 0. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.25 0.38 0.53 0.40 0.25 0.25 0.25 0.25 0.35 0.40 320 0.25 0.70 0.35 0.25 0.25 0.70 120 0.25 0.93 1.35 1.25 245 0.00 0. Loadings for calculated critical temperatures outside this range are available from PPG.25 240 0.25 0.60 0.25 0.25 0.35 0.25 0.33 0.95 1.25 0.25 0.30 0.40 0.25 0.50 70 0.55 0.05 0.25 0.95 170 0.83 0.25 0.35 0.73 125 0.40 1.88 155 0.50 0.63 0.25 0.30 0.25 0.78 0. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 249 Fire protection for structural steel in buildings th www.35 295 0.45 50 0.25 195 0.68 0.25 0.70 0.40 1.30 1.83 0.25 0.25 0.15 1.30 0.25 0.30 0.28 0.25 0.48 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.25 0.15 0.25 255 0.95 0.25 0.45 0.50 1.25 0.05 0.38 1.88 0.28 270 0.30 0.25 0.35 0.25 0.25 0.60 0.55 0.85 0.25 0.15 1.65 0.25 0.60 0.20 0.35 0.40 0.40 1.25 190 0.25 0.30 0.30 0.35 300 0.45 60 0.40 0.40 1.53 85 0.58 0.25 0.25 0.35 0.43 0.25 0.30 0.30 275 0.25 0.28 0.25 0.STEELGUARD FM550 30 minute loading Requirements (mm) 30 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.45 1.35 0.25 0.60 2.25 230 0.25 0.30 0.58 95 0.50 80 0.73 0.25 0.25 0.35 1.33 0.03 1. Primer shall be supplied by PPG.45 0.58 0.33 0.35 0.30 0.30 0.40 1.25 0.25 0.25 0.35 0.28 0.35 0.50 75 0.90 0. Figures above are dry film thickness in mm and do not include primer.25 0.40 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.40 1.25 0.35 0. 95 .45 2.00 1.83 0.10 0.83 .88 0.85 1. 1.95 0.80 70 0.85 1.60 1.93 0.35 200 0. .53 1.20 1.35 2.68 0.78 .45 0.50 0.70 0.40 1.45 0.78 65 0. 2.78 1.55 0.78 1. - 175 0.15 140 0.05 2.73 0.80 1.25 185 0. .43 1.73 . Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.73 1.95 285 1.53 0.40 305 1. . 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.83 75 0.08 1.95 100 0. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 250 Fire protection for structural steel in buildings th www.20 1.80 . - 155 0. - 180 0. - 150 0.85 0. Figures above are dry film thickness in mm and do not include primer.asfp.73 1.98 105 0.38 0. Primer shall be supplied by PPG.15 2. Loadings for calculated critical temperatures outside this range are available from PPG.28 3.85 1.88 .60 2.65 0.48 0. - 160 0. 1. .10 1.53 1.25 2.13 0. 2.90 280 1.65 0.30 3.90 90 0.25 0.55 0.70 1.50 1.85 1. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.60 235 0.25 0.80 1. 500°C for 4 sided SHS/RHS columns.85 1.15 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .95 1.75 0.48 0.70 255 1.45 0.30 0.55 230 0.35 1.95 0.68 250 1.05 3.85 80 0.68 1.65 245 0.70 50 0.org.90 1.50 225 0.43 0.60 1.30 .63 1.00 110 0.00 2.60 4.73 1.50 0.80 .63 0.30 0.70 .58 0.68 1.75 2. 2.65 .53 0.45 1. . B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.90 0.83 1.45 215 0.65 .70 1.15 2.28 0.50 1. .05 120 0.30 1.98 .65 1.00 290 1.90 1.60 1.13 1.55 1.58 0.63 1.60 1.83 3. 1. 3.58 2.73 0. .18 2.78 0.00 1.73 55 0.40 1.10 1.45 0.60 315 1.25 1.80 .45 0.13 135 0.88 1.20 1.80 1.50 0.90 1.35 0.48 0. - 170 0.43 0. 1.65 0.03 0.85 275 1.25 3.68 0.40 0.10 2.55 0.95 1.80 265 1.93 .35 1.05 295 1.63 320 1.05 1.60 0. 1. 2. . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).80 1. 1. Interpolation of loading requirements for A/V values between those stated above is acceptable.45 0.95 2.45 0.43 1.23 1.63 240 0. For A/V values outside this range consult PPG.65 1.45 1.80 0.40 0.93 1. Consult your PPG representative for compatibility advice on other manufacturers primers.98 1.80 1.43 0.60 0. - 145 0.35 1.65 1.15 1.45 4.STEELGUARD FM550 60 minute loading Requirements (mm) 60 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.45 0.50 4.30 195 0. 2.85 2.40 205 0.55 0.30 1.28 0. 2. .40 0.90 2.55 0.88 85 0.83 270 1.10 130 0.75 1.20 1. .35 0.65 1.55 0.80 1.00 2.35 0.05 1. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.50 0. .43 4.40 3.60 0.00 .50 0.95 1.85 . - 165 0.75 . .28 1.20 0.88 1.00 1.28 190 0.93 95 0.50 1.75 1.65 2.53 0.50 0.33 0.38 1. 1.45 0.20 3.30 1.25 1.65 1.25 0.48 .55 0.75 1.55 0.45 0.95 2.10 .45 1.90 0.93 2. 2.60 2.25 0.68 1.55 0.15 1.55 1. .70 1.08 125 0.30 0.25 0.25 1. 550°C for CHS columns.98 0.75 1.65 Note 1.58 1.05 2.65 0.03 115 0.35 3.43 210 0.53 4.48 220 0. .95 1.75 260 1.58 1.05 0.85 1.68 45 0.65 0.53 2.60 1.70 .75 0. 2.18 1.20 1.35 0.90 .60 1.73 0. .30 1.43 0.90 .75 60 0.50 0.50 310 1. .23 300 1.80 0. 38 3. . . - 85 0.73 0.30 .95 .75 255 2. . .43 3.81 1.00 1. 1. .23 . - 95 0.35 225 2.15 210 1.73 1.25 2.18 2. 2.90 0.55 .70 . .35 2.35 3.95 195 1. - 130 1. . .10 205 1.60 1.75 .90 .48 3. .39 2. .asfp.40 3. 3. - 105 0.40 1.58 1.10 50 0.43 230 2.75 1.30 .89 1.38 .90 270 2. 1.95 275 2. . .68 .25 3.00 0.43 .64 2.85 2.23 .05 . .69 2.20 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .18 1.20 3. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.34 0.35 3. 1.63 .01 1.25 3. 550°C for CHS columns.STEELGUARD FM550 90 minute loading Requirements (mm) 90 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.59 2. 1.65 0.90 2. 1. 2. - 145 1.73 2.10 1.13 3.90 .28 3. .78 2.40 3.73 180 1.90 .51 0.20 .05 1.50 235 2.15 3.50 . 1.15 60 0.80 260 2. .98 2.43 .85 2. Interpolation of loading requirements for A/V values between those stated above is acceptable.05 .63 2.95 2. .90 3.83 2. . Primer shall be supplied by PPG.58 0.48 0.55 2. 1.70 250 2.45 2.45 0.60 170 1. - 100 0.50 3.25 3. - 155 1. 2.00 Note 1.05 3.20 1.52 0.54 2.23 3. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. 2.60 1.35 .60 0. .30 3.69 0.26 2.77 1. . . - 125 1.30 2. 1.65 175 1.93 1.22 2. . 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.60 1.18 .13 1.58 240 2.05 3. - 110 0. 2.28 1. - 80 0.13 55 0.70 2.40 3. - 135 1.60 2.79 3.53 1.98 .25 . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).20 3. . - 90 0.45 4.85 265 2.26 0.49 2. - 160 1.55 3.80 2.20 3.15 .90 1. 1.95 3.68 1.75 4.85 3.40 3. 1.50 3.10 .65 0. - 140 1.65 2.60 2.05 3.50 0.30 2.50 1.28 220 2. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.98 280 2. 500°C for 4 sided SHS/RHS columns.85 .35 1.97 1.03 200 1.05 2.45 3. .98 0. - 150 1.17 0. .18 .40 1.10 3. . .10 3.45 3.05 45 0.35 3.10 3.06 1.33 3.20 215 1. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.15 3. 1.44 0.85 0.05 2.53 4. . . - 115 1.05 . . - 120 1. .58 4.85 1.55 165 1.00 . - 65 0.45 . The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 251 Fire protection for structural steel in buildings th www.44 2.60 4.05 0.45 1. 2.40 .80 185 1.56 0.75 2.40 .00 3.40 0.88 190 1.30 3. Loadings for calculated critical temperatures outside this range are available from PPG. .55 .org. Figures above are dry film thickness in mm and do not include primer.00 3. For A/V values outside this range consult PPG.14 1.65 245 2. - 70 0.93 2.90 2. - 75 0.74 2.13 . Consult your PPG representative for compatibility advice on other manufacturers primers. .80 0.78 .13 3.18 3.98 2.43 2.80 1. 2.70 95 1. .21 1. . .71 4. 105 2.99 1. . 550°C for CHS columns.71 3.71 1.80 .15 .86 .07 .18 1.00 2. . 110 2. 150 .71 1.71 3. 2. . - 20 0. - 45 0.asfp.92 . .54 2.20 1.68 .68 2. 500°C for 4 sided SHS/RHS columns.90 2.85 1. .71 2. Loadings for calculated critical temperatures outside this range are available from PPG. .91 . - 70 1. - 75 1. 2.00 .11 1. Figures above are dry film thickness in mm and do not include primer. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).71 1. For A/V values outside this range consult PPG.org. - 30 0. - 35 0.25 2.90 1.60 . Consult PPG for advice on A/V for both standard & non-standard steel section sizes.92 1. Consult your PPG representative for compatibility advice on other manufacturers primers. .71 1.77 . For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.53 2. 2.22 2.71 1. 140 .71 3.45 .36 90 1. 145 . Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.60 1. 3.45 1.98 2. 115 .71 1. . . 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.22 . 130 .98 .38 . . . - 50 1. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 252 Fire protection for structural steel in buildings th www.75 . 2.71 1.90 1. - 25 0.38 2.90 1.60 2.16 1.71 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Interpolation of loading requirements for A/V values between those stated above is acceptable.90 1. . - 40 0. 2. .71 .71 2. - 80 1.71 1. 125 . .72 2. 2.02 85 1. .91 2.00 1.60 .85 .71 1.30 2.71 1. 2. . 135 .80 2. 100 2.27 1. .17 .50 2. .71 1.60 .75 2.90 1.71 2.38 2.06 1.90 .15 2. . .71 . - 55 1.71 1.90 1.71 1.STEELGUARD FM550 120 minute loading Requirements (mm) 120 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 15 0. Primer shall be supplied by PPG. 120 .32 1. 2.45 2.30 . - 65 1.25 2.77 1. - 60 1.35 . - Note 1. .53 . B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.71 1.95 1. .07 2. org.asfp.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 253 Fire protection for structural steel in buildings th www.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Durability The Steelguard FM560 system has been successfully fire tested after extensive accelerated testing and natural ageing.3 kg/l Nominal Volume Solids 68 +/. 2. DE55 7JR T: 01773 837300 F: 01773 837302 W: www.asfp. (f) Refer to Steelguard FM560 product data sheet before using.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM560 . Station Approach. 9. (d) Apply topseal if necessary .no topseal required for dry internal C1 conditions (ISO 12944) . Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10. also tested and approved in various European Countries A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application . VOC compliant as an intumescent coating in accordance with PG6/23. Steelguard FM560 must be protected from pooling water.97 square metres/litres at 700 microns (typical dft) 6.see thickness table. On site use On or off site application by airless spray. matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7.STEELGUARD FM560 1. hot humid environments or immersed conditions. Good impact and abrasion resistance. Appearance White or grey. Wood Street North. 8.3% 5. however. Alfreton. Manufacturer PPG Industries (UK) Limited Micro House. (b) Apply PPG approved primer . Wet coverage rate Theoretical coverage 0. Association for Specialist Fire Protection 254 Fire protection for structural steel in buildings th www. Availability Supplied direct from the manufacturer or distributor network 4. humidity of 85% (a) Abrasive blast clean to ISO 8501-1 Sa 2½.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .please consult manufacturer for individual project recommendations (e) Steelguard FM560 can be left externally without a topseal for up to 52 weeks. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns.com 3. Can be left up to 52 weeks externally without a topseal.ppgpmc. Other applications Alternative critical temperature data available on request. Nominal specific gravity Nominal Density 1.org. During this period.Surface temperature min 5°C max 40°C and max. Product description Thin film fast drying off site intumescent coating for internal and external structural steelwork with decorative topseal range. 63 0.53 0.35 1. 550°C for CHS columns.25 0.25 0.25 0.30 0.25 0.25 0.40 0.40 0.40 0.30 0.60 0.25 0.73 0.25 0.30 0.30 0. Primer shall be supplied by PPG.25 220 0.30 285 0.83 0.70 0.35 0.60 0.25 0.35 0.45 50 0.25 255 0.65 110 0.25 0.25 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.25 0.58 0.75 0.85 0.25 0.25 0.25 0.35 0.10 1.25 250 0.50 1.70 120 0.25 0.35 0.25 0.25 215 0.50 75 0.63 105 0.30 0.35 1.40 1.35 0.75 130 0.63 0.05 0.35 0. 3.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .25 0.30 0.30 280 0.25 0.70 0.25 0.85 0.73 125 0.10 0.83 0.25 230 0.25 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.35 0.25 265 0.35 1.35 0.80 0. 500°C for 4 sided SHS/RHS columns.33 0.28 0.25 0.25 0.35 0.25 0.30 1.25 0.98 0.25 0.35 0.25 0.00 180 0.30 0.25 0.25 0.25 0. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 255 Fire protection for structural steel in buildings th www.88 0.25 0.25 0.25 0.98 175 0.88 155 0.25 0.33 1.28 0.35 0. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).00 1.00 0.35 0.25 0.25 205 0.25 0.25 0.48 65 0.95 170 0.25 0.28 270 0.30 1.43 0.05 1.20 1.50 0.30 0.40 0.25 0.90 1.40 0.78 0.40 0.60 0.25 0.25 0.25 0.25 0.25 200 0.25 210 0.25 0.68 115 0.60 100 0.30 0.25 0.60 2.25 0.45 0.45 1.35 0.40 1.98 1.25 0.25 0.25 0.25 0.35 0.35 0.35 300 0.25 0.30 0.45 0.45 0.25 0.25 0.65 2.25 0.35 0.40 Note 1.38 0.25 0.25 0.28 0.25 0.asfp.40 1.60 0.50 0.25 245 0.40 1.25 0. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.93 0.38 0.35 1.40 0.78 0.25 0. Loadings for calculated critical temperatures outside this range are available from PPG.53 85 0.25 0.35 295 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.33 0.25 1.40 315 0.65 0.30 0.25 0.25 0.40 0.25 0.25 0.25 0.55 90 0.88 0.65 0.25 0.33 290 0.10 0.45 60 0.25 185 0.30 0.45 55 0.43 0.85 150 0.03 1.30 0.40 1.35 0.70 2.30 0.28 0.35 1.75 0.33 0.25 0.33 0.75 2.80 0.25 195 0.38 0.25 0.53 0.68 0.55 0.95 1.25 0.60 0.95 0.43 45 0.38 1.90 160 0.48 0.15 0.50 80 0. 2.78 135 0.25 0.25 0.25 0.25 0.78 0.STEELGUARD FM560 30 minute loading Requirements (mm) 30 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.25 0.25 240 0.65 0.35 0.25 0.25 0.55 0.95 0.40 1.40 320 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.25 0.93 1.93 165 0.50 0.28 0.40 0.25 225 0.org.30 0.38 310 0.70 0.20 0.25 0.35 0.35 1.25 0.25 0.35 1.25 260 0.68 0.40 1.30 0.30 0.30 0. Figures above are dry film thickness in mm and do not include primer.58 0.25 0.55 1.25 0.25 235 0.25 0.30 0.50 70 0.25 0.83 145 0.25 0.25 0.25 0.73 0.25 0.25 0.90 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.40 0.25 0. For A/V values outside this range consult PPG.35 0.25 0.25 0.40 0.58 95 0.25 0.25 0.15 1.25 0.55 0.25 0.25 0.90 0.25 0.30 0.35 0.25 0.25 0.25 0.30 275 0.90 1.30 0.30 0.25 0.25 190 0.35 0.40 0.80 140 0.35 1.25 0.25 0.38 0.25 0.35 0.35 0.15 1.40 0.25 0.25 0.85 0.48 0.25 0.00 0.90 1.30 0.35 0.35 305 0.40 1.05 0. Consult your PPG representative for compatibility advice on other manufacturers primers.25 0. 25 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.93 .68 0.68 250 1.75 0.05 1. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres). B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.93 0.STEELGUARD FM560 60 minute loading Requirements (mm) 60 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.30 0.08 125 0.90 2.65 .95 1.88 1.90 90 0. .73 0.15 2.15 1.55 0.60 1.65 Note 1.45 1.45 0.10 .03 115 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .15 1. 500°C for 4 sided SHS/RHS columns.50 0.65 0.70 1.00 .20 1.30 1.28 190 0.50 0.45 1.65 245 0.50 1.53 0. - 180 0.43 0. . 1. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.58 0.00 1.95 2.98 1. 2.75 260 1. 2.60 235 0.10 1.25 3.20 1.70 50 0.45 0.28 3.15 140 0.95 1. - 145 0.80 0.70 1.60 1.55 1.65 0.83 0. 550°C for CHS columns.50 310 1.00 1.10 2.53 1. 1.25 0.85 2.85 1.25 2.80 1. 1.30 1.25 0.80 0.28 1.80 . .40 0.55 1.80 . - 160 0.40 1. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.05 120 0.05 0.70 255 1.85 1.50 225 0.75 60 0.68 0.50 0.40 205 0.45 2.55 0. 2.60 315 1. 2.35 0.43 1. Primer shall be supplied by PPG.65 1. 1.68 1.20 3.83 75 0.93 2. 2.55 0. 3.45 4.50 4.90 1.88 .80 1.40 0.73 1. .65 0.60 1.15 2. 1.35 2.83 1.65 2.23 300 1.85 0.95 2.75 0.65 1. .30 0.35 1.88 85 0.83 3.78 .05 3.80 70 0.65 1.63 1.90 .75 1.25 1.98 105 0.88 1.05 2.50 0.60 0.85 275 1.48 0.63 0.18 2.40 1.45 0. .05 1.65 .75 .53 1.80 .45 0.98 0.95 285 1.65 1.35 0.78 65 0. 2.70 .90 0.55 0.48 0. - 170 0.93 1.43 0.98 .53 4.80 1.35 1.40 3.05 2.43 1.30 0.73 0.40 0.45 0.33 0.53 2.25 1.58 1.78 1.30 1.48 0.25 1.25 185 0.13 0.50 1. Interpolation of loading requirements for A/V values between those stated above is acceptable.48 . .00 2.45 0.73 1.55 0.75 1. - 165 0.13 135 0.43 0.35 200 0.85 1.28 0.90 1.53 0.13 1.90 0.org.63 320 1.50 0.55 0.55 230 0.95 0.93 95 0.70 0. .70 .73 .58 1.95 1. 1. .58 0.85 80 0.08 1.80 265 1.38 0. .25 0.00 1.60 2.90 .63 240 0.68 1. .95 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.25 0.60 1.58 2.38 1. .73 0.43 0.70 1.85 1.35 0.65 0.50 1.48 220 0.83 270 1.90 280 1.55 0.35 0.45 0.65 0. Loadings for calculated critical temperatures outside this range are available from PPG.10 130 0.95 100 0.63 1.20 0.43 4.30 195 0.03 0.50 0.65 1. .60 1.05 295 1.75 2.85 .55 0.18 1.88 0.60 0. 2.30 1. .asfp.20 1.80 1.75 1.73 1.85 1. - 175 0.10 1. .00 2.55 0.15 1.75 1.60 1. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 256 Fire protection for structural steel in buildings th www.80 1.90 1.28 0. Figures above are dry film thickness in mm and do not include primer.73 55 0.68 45 0.95 .10 0. 1.53 0.68 1.45 215 0. - 155 0.43 210 0. - 150 0.78 0.83 .30 .30 3. Consult your PPG representative for compatibility advice on other manufacturers primers.00 290 1.95 1.40 305 1.60 4.20 1.45 0. For A/V values outside this range consult PPG.00 110 0.45 0.20 1.45 0.23 1.35 3.50 0.60 0.60 2.80 1.45 1.78 1. 2.35 1.85 1. . 20 3.30 2.23 3. 2.95 . Loadings for calculated critical temperatures outside this range are available from PPG.43 230 2.44 0. .10 50 0.98 280 2. 3.45 3.65 0.25 3.10 1.45 . .89 1.98 0. 1.00 3. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns. .55 2. . 1.26 2.38 .80 0.35 2.77 1.78 .93 2.70 .28 1.25 2.00 3. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 257 Fire protection for structural steel in buildings th www.33 3.18 3.05 .55 .35 3.25 3.05 .13 1. 1.83 2. .73 180 1. - 120 1.95 3.90 1.43 . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).34 0.80 2.30 .75 255 2.60 1.05 45 0.10 3.90 2.40 3.asfp.73 2. . - 105 0. .40 .95 275 2.40 1.50 235 2.69 2. . For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.90 .53 4.14 1.48 3.15 .15 3. 2.05 2. - 145 1.45 4.90 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab. .58 4. .85 1. - 100 0. .43 3.20 1. . 2.26 0. .59 2.50 0. .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .90 2.40 3.93 1.03 200 1.05 3. - 90 0. - 135 1.40 .00 Note 1.65 245 2. . 1.45 2.98 2. 2.88 190 1.00 .35 225 2. .20 215 1.43 .70 250 2.23 . Figures above are dry film thickness in mm and do not include primer.65 175 1. 2.50 3.30 3. 1.18 . 1.45 3.05 3.39 2. 1.05 3.35 3.69 0.95 195 1.56 0.53 1.18 1.85 3.40 1.55 .40 3. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. - 75 0.50 3.13 3.79 3.00 0.75 1.58 0.STEELGUARD FM560 90 minute loading Requirements (mm) 90 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 40 0.52 0. - 125 1.23 .60 0.17 0.35 3.68 . .50 .97 1.30 . .15 210 1. .38 3.18 2. - 130 1. 1. .60 2.60 2.06 1. - 85 0.55 3.90 . - 160 1.10 3.40 3. .20 .98 .75 4. - 80 0.80 1. - 65 0.70 2. 1.35 . . 550°C for CHS columns.60 4.80 260 2.63 2. 500°C for 4 sided SHS/RHS columns.45 0.20 3.50 1. 1.45 1. .80 185 1.22 2.51 0. .48 0.95 2. - 140 1. Interpolation of loading requirements for A/V values between those stated above is acceptable. .60 1.13 3.60 170 1.20 3.58 1.54 2.64 2.13 55 0.13 .68 1.25 .60 1.55 165 1. .10 205 1. 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams.75 2. Consult your PPG representative for compatibility advice on other manufacturers primers.78 2. .20 1.90 270 2.44 2.98 2. . - 70 0.85 2.85 0. Primer shall be supplied by PPG. 1. - 95 0.81 1.05 .90 .05 1.10 3.90 3.73 0. - 155 1.85 265 2.00 1.85 2.65 0.05 2.25 3.43 2.65 2.28 220 2. .58 240 2.30 3.63 . For A/V values outside this range consult PPG.org.35 1.01 1. . 2. - 115 1.30 2.40 0.10 .49 2.28 3. - 110 0. - 150 1.75 .73 1. . .85 .15 60 0.05 0.15 3.18 .74 2. 16 1. 2.77 1.53 .org.70 95 1.71 3. 2.71 1.98 2.25 2. 135 . - 20 0.71 1.11 1. 3.72 2.90 .07 .71 .90 1. . - 70 1.71 2.71 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .07 2.asfp.60 1.80 2. .60 . . . Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).STEELGUARD FM560 120 minute loading Requirements (mm) 120 minute loading Requirements (mm) I column I column A/V m-1 A/V m-1 Column Column Section column Section column 4 sided 4 sided 3 sided 4 sided 4 sided 3 sided 3 sided 4 sided 4 sided 3 sided I beam I beam I beam I beam Factor Factor Beam Beam CHS RHS RHS CHS RHS RHS 15 0.68 .45 . - 30 0.27 1. . . . . .77 .71 1. 120 . 2. 2.92 1.71 2.36 90 1.99 1.38 2.71 2.71 1. .00 . 2. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc. . 110 2.90 1. 130 .60 . . .45 1.02 85 1. - 75 1.85 . Consult PPG for advice on A/V for both standard & non-standard steel section sizes.38 2.71 1.91 2. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 258 Fire protection for structural steel in buildings th www.68 2. .71 1.30 2.45 2.30 . 140 .90 2. - 35 0. . Primer shall be supplied by PPG. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns. - 60 1. 105 2.18 1. 115 .75 2.71 1.50 2.60 . .17 .90 1.00 2. Consult your PPG representative for compatibility advice on other manufacturers primers. Loadings for calculated critical temperatures outside this range are available from PPG.90 1.15 .95 1. - 50 1.71 1. . .98 .71 3. - 40 0.71 3.71 .32 1.85 1.60 2.71 4. 145 . Figures above are dry film thickness in mm and do not include primer.35 .38 .21 1.15 2. . - Note 1. . 620°C for 3 sided I beams and 575°C for 3 sided SHS/RHS beams. - 55 1.91 . Interpolation of loading requirements for A/V values between those stated above is acceptable.06 1. 500°C for 4 sided SHS/RHS columns.90 1. 125 .53 2.75 .54 2.92 . - 45 0. - 80 1.22 .71 1.71 1.71 1.00 1. 2.71 1. . . - 65 1. .25 2.71 1. 550°C for CHS columns. - 25 0. For A/V values outside this range consult PPG. 150 .20 1.22 2. 100 2. .86 . 2. .90 1. 2. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab. 2.71 1.80 . uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 259 Fire protection for structural steel in buildings th www. Wood Street North. Other applications Alternative critical temperature data available on request. Durability Good impact and abrasion resistance.ppgpmc. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House.75 square metres/litres at 400 microns (typical dft) 6.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM580 .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . matt when dry Decorative topseals available in full Ral & BS4800 colour range 7. Product description Thin film water-borne intumescent coating for internal C1 (ISO 12944) exposed structural steelwork with decorative topseal range. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns.Surface temperature min 5°C max 40°C and max.3% 5. 8. also tested and approved in various European Countries A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application . Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10. (d) Apply topseal if necessary (e) Refer to Steelguard FM580 product data sheet before using Association for Specialist Fire Protection 260 Fire protection for structural steel in buildings th www. Alfreton.com 3.STEELGUARD FM580 1. VOC compliant as an intumescent coating in accordance with PG6/23.asfp. Availability Supplied direct from the manufacturer or distributor network 4. Nominal specific gravity Nominal Density 1. 2. Wet coverage rate Theoretical coverage 1. (b) Apply PPG approved primer . Appearance White. Station Approach. 9.4 kg/l Nominal Volume Solids 70 +/. humidity of 80% (a) Abrasive blast clean to ISO 8501-1 Sa 2½. On site use Normally used for on site application by airless spray.see thickness table. DE55 7JR T: 01773 837300 F: 01773 837302 W: www.org. 37 145 0.16 0.16 0.37 0.37 0.16 0.37 240 0.37 305 0.37 310 0.37 0.37 0.37 0.37 290 0.16 0.37 0.37 0. For A/V values outside this range consult PPG.16 0.37 0.16 0.16 0. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 261 Fire protection for structural steel in buildings th www.37 190 0.16 0.37 250 0.37 0.37 175 0.16 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.37 0.37 295 0.37 0.16 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.16 0.16 0.16 0.37 Note 1.16 0.37 0.37 220 0.16 0.37 0.16 0.37 0.37 0.STEELGUARD FM580 Product thickness (mm) for fire resistance Product thickness (mm) for fire resistance period of 30 minute period of 30 minute Section Section 3 Sided 4 Sided 4 Sided 3 Sided 4 Sided 4 Sided Factor Factor I Beam I Beam I Column I Beam I Beam I Column A/V m-1 A/V m-1 40 0.16 0.37 0.16 0.37 0.37 105 0.16 0.37 165 0.37 50 0.16 0.37 110 0. 620°C for 3 sided I beams.16 0. Loadings for calculated critical temperatures outside this range are available from PPG. Primer shall be supplied by PPG.16 0.37 0.16 0.37 0.37 0. Figures above are dry film thickness in mm and do not include primer.asfp.16 0.37 0.16 0.37 180 0.37 0.37 0.37 65 0.37 0.37 0.37 315 0.37 0.37 225 0.16 0.37 270 0.37 200 0.16 0.37 0.37 100 0.16 0.37 0.37 80 0.16 0.16 0.37 170 0.37 0.37 280 0. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.37 150 0.37 205 0.16 0.37 255 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.37 0.16 0.37 0.37 160 0.16 0.16 0. 3. 2.16 0.37 90 0.37 0.37 75 0. Consult your PPG representative for compatibility advice on other manufacturers primers.37 260 0.37 95 0.16 0.37 0.37 0.37 195 0.16 0.37 155 0.37 45 0.37 125 0.37 185 0.16 0.37 0.37 0.37 0.org.37 0.37 60 0.37 0.16 0.37 215 0.37 0.37 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.16 0.37 0.37 0.37 0.16 0.37 0.37 0.37 0.37 0.37 0.16 0.37 115 0. 4.37 140 0.37 0.16 0.37 285 0.37 55 0.16 0.37 135 0.37 0.37 275 0.37 120 0.37 320 0.37 130 0.16 0.16 0.16 0.37 300 0.37 0.16 0.37 210 0.16 0.16 0.16 0.37 70 0.16 0.37 0.37 265 0.37 235 0.37 0.37 0.37 0.37 85 0. Use Steelguard FM549 for hollow sections Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).16 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .16 0.16 0.16 0.37 245 0.37 0.16 0.37 230 0. The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 262 Fire protection for structural steel in buildings th www.17 0.17 0.37 245 0.78 305 FM549 table See 165 0.37 0.58 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.73 290 1.19 145 0.45 255 1.20 0.17 0.39 0.96 75 0.68 280 1.17 0.45 0.61 0.49 0.37 215 0.17 0.43 0.51 0.98 80 0.47 0.37 0.16 135 0.37 225 0.31 0.52 0.63 0.89 55 0.72 1. Notes 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.81 315 175 0.17 0. For A/V values outside this range consult PPG.14 130 0. 620°C for 3 sided I beams.asfp.93 65 0. 3.11 120 0.62 270 1.37 0. B Quoted loadings assume critical temperatures of 550°C for 4 sided I beams and columns.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .54 0.17 0.37 0.13 125 0.68 0.69 1.37 0.37 0.60 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.73 0.45 0. Use Steelguard FM549 for hollow sections Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).42 0.67 1.70 285 1. 4.76 300 loading table Steelguard 160 0.37 190 0.17 0.17 140 0.17 0.37 0.79 310 170 0.47 260 1.62 0.70 0.66 0.03 95 0.88 50 0.74 295 1.27 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.37 195 0.65 0.65 275 1.37 0.37 0.42 250 0.37 185 0. 2.94 70 0.99 85 0.04 100 0.83 320 180 0. Primer shall be supplied by PPG. Loadings for calculated critical temperatures outside this range are available from PPG.35 0.37 220 0.57 0.37 0.37 235 0.86 45 0.42 0.37 0.org.91 60 0.37 230 0.37 240 0.06 105 0.17 0.17 0.73 1.37 210 0.57 265 1.57 0.64 0.37 0.55 0.17 0. Consult your PPG representative for compatibility advice on other manufacturers primers.70 1. Figures above are dry film thickness in mm and do not include primer.37 0.01 90 0.17 0.37 200 0.46 0.48 0.09 See Steelguard FM549 loading table 115 0.17 0.17 0.84 Note 1.STEELGUARD FM580 Product thickness (mm) for fire resistance Product thickness (mm) for fire resistance period of 60 minute period of 60 minute Section Section 3 Sided 4 Sided 4 Sided 3 Sided 4 Sided 4 Sided Factor Factor I Beam I Beam I Column I Beam I Beam I Column A/V m-1 A/V m-1 40 0.23 0.08 110 0.22 FM549 loading See Steelguard 155 0.37 205 0.20 150 0. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 263 Fire protection for structural steel in buildings th www.asfp.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . VOC compliant as an intumescent coating in accordance with PG6/23.Surface temperature min 5°C max 40°C and max. humidity of 80% (a) Abrasive blast clean to ISO 8501-1 Sa 2½.ppgpmc.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Station Approach. Availability Supplied direct from the manufacturer or distributor network 4. Other applications Alternative critical temperature data available on request. Wet coverage rate Theoretical coverage 1. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House. Alfreton.STEELGUARD FM585 1. 2. Durability Good impact and abrasion resistance.75 square metres/litres at 400 microns (typical dft) 6. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns. 8.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM585 . Wood Street North. matt when dry Decorative topseals available in full Ral & BS4800 colour range 7.com 3.org. Nominal specific gravity Nominal Density 1.see thickness table. also tested and approved in various European Countries A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application . DE55 7JR T: 01773 837300 F: 01773 837302 W: www. Appearance White.asfp.3% 5. Product description Thin film water-borne intumescent coating for internal C1 (ISO 12944) exposed structural steelwork with decorative topseal range. (d) Apply topseal if necessary (e) Refer to Steelguard FM585 product data sheet before using Association for Specialist Fire Protection 264 Fire protection for structural steel in buildings th www. (b) Apply PPG approved primer . 9. On site use Normally used for on site application by airless spray.43 kg/l Nominal Volume Solids 70 +/. 328 0.454 145 0.261 305 0.261 0.325 0.509 0.233 0.261 0.233 0.268 315 0.STEELGUARD FM585 Product thickness (mm) for fire resistance Product thickness (mm) for fire resistance period of 30 minute period of 30 minute Section Section 3 Sided 4 Sided 4 Sided 3 Sided 4 Sided 4 Sided Factor Factor I Beam I Beam I Column I Beam I Beam I Column A/V m-1 A/V m-1 40 0.233 0.334 65 0.478 0.385 100 0.501 0.261 280 0.233 0.233 0.233 0.261 260 0.261 295 0.294 0.233 0.349 75 0.341 70 0.400 110 0.261 270 0.408 115 0.233 0.261 0.261 0.261 220 0.447 0.261 190 0.261 0.378 0.261 245 0.416 120 0.289 0.315 0.305 0.393 0.261 0.371 0.356 80 0.261 0.261 210 0.261 290 0.233 0.423 125 0.470 155 0.312 0.509 180 0.261 0.470 0.462 0.268 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .485 0.408 0.261 255 0.233 0.300 0.312 50 0.341 0.233 0.363 0.272 0.233 0.233 0.378 95 0.356 0.322 0.319 0.261 0.244 0.261 0.233 0.261 310 0.363 85 0.447 140 0.233 0.261 0.261 0.261 215 0.306 0.233 0.233 0.334 0.319 55 0.349 0.233 0.261 0.261 250 0.305 45 0.283 0.261 0.233 0.462 150 0.233 0.261 195 0.261 205 0.233 0.261 0.233 0.297 Association for Specialist Fire Protection 265 Fire protection for structural steel in buildings th www.261 265 0.261 285 0.org.233 0.278 0.267 0.261 225 0.478 160 0.309 0.485 165 0.233 0.283 0.261 0.261 0.493 0.371 90 0.asfp.290 330 0.233 0.256 0.261 0.261 0.233 0.261 0.431 0.261 0.233 0.261 235 0.261 0.250 0.233 0.303 0.261 275 0.439 0.423 0.516 185 0.385 0.275 320 0.233 0.393 105 0.439 135 0.516 0.501 175 0.233 0.290 0.283 325 0.233 0.275 0.327 0.261 0.261 200 0.233 0.319 0.261 0.261 240 0.454 0.261 300 0.233 0.312 0.233 0.233 0.261 230 0.431 130 0.233 0.261 0.493 170 0.233 0.400 0.233 0.416 0.233 0.327 60 0.261 0.297 0. 370 0.370 0.537 0.479 0.476 260 0.250 0.988 90 0.780 65 0.689 0.329 0. Quoted loadings assume critical temperatures of 550°C for I columns/4 sided I beams and 620°C for 3 sided I beams.321 0.476 0. 2.598 0. Interpolation of loading requirements for A/V values between those stated above is acceptable.386 0.370 195 0.905 80 0.370 0.357 0.765 60 0.407 0. 3.506 270 0. Loadings for calculated critical temperatures outside this range are available from PPG.689 330 0.506 0.750 0.567 145 0.STEELGUARD FM585 Product thickness (mm) for fire resistance Product thickness (mm) for fire resistance period of 60 minute period of 60 minute Section Section 3 Sided 4 Sided 4 Sided 3 Sided 4 Sided 4 Sided Factor Factor I Beam I Beam I Column I Beam I Beam I Column A/V m-1 A/V m-1 40 0.233 0.633 FM549 165 0.160 110 0.379 0.461 0.658 320 0.582 295 0.461 255 0.446 250 0.471 0.522 275 0.370 0.257 120 0.336 0.457 0.674 325 0.719 45 0.400 235 0.371 0. Use Steelguard FM549 for hollow sections 5.343 0.415 240 0.443 0.617 Steelguard 160 0.734 0. Primer shall be supplied by PPG.486 1.643 315 0.628 0.233 0.436 0.674 0.750 55 0.600 Use 155 0.719 0.514 1.700 185 0.029 95 0.863 75 0.765 0.583 150 0.370 0.385 0.446 0.233 0.613 305 0.704 0.429 0.370 200 0.370 215 0.946 85 0. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc.430 245 0.233 0.233 0.400 0.283 0.112 105 0.370 210 0.307 0.421 0. For A/V values outside this range consult PPG.233 0.683 180 0.209 115 0.267 0.529 Steelguard 125 0.org. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).364 0.582 0.491 265 0.493 1.233 0.536 FM549 Use 130 0.071 100 0.415 0.370 205 0.704 Notes to tables: 1.asfp.430 0.667 175 0.552 0.300 0. Consult your PPG representative for compatibility advice on other manufacturers primers.400 0.543 Steelguard 135 0.350 0.370 0.393 0.370 190 0.233 0.491 0. 7.450 0. 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.734 50 0.628 310 0.537 280 0. Figures above are dry film thickness in mm and do not include primer.233 0.521 Use 1.233 0.567 290 0.414 0.550 FM 580 140 0.507 1.370 225 0.500 1.464 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .370 0.314 0.385 230 0. Notes The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 266 Fire protection for structural steel in buildings th www.233 0.567 0.650 170 0.522 0. B 6.370 220 0.658 0.552 285 0.598 300 0. 4.370 0.822 70 0.643 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes.613 0. THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 267 Fire protection for structural steel in buildings th www.org.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp. Appearance White. Association for Specialist Fire Protection 268 Fire protection for structural steel in buildings th www. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns. 8. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10. Station Approach. Nominal specific gravity Nominal Density 1.STEELGUARD FM2570 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .no topseal required for dry internal C1 conditions (ISO 12944) - please consult manufacturer for individual project recommendations (f) Refer to Steelguard FM2570 product data sheet before using. Durability Good impact and abrasion resistance.com 3.asfp.ppgpmc.see thickness table.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM2570 . Product description Thin film fast drying off site intumescent coating for internal and external structural steelwork with decorative topseal range.2% 5. humidity of 80% (a) Abrasive blast clean to ISO 8501-1 Sa 2½. 2.27 kg/l Nominal Volume Solids 67 +/. matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7.Surface temperature min 5°C max 30°C and max. On site use On or off site application by airless spray. (d) Apply topseal if necessary . Availability Supplied direct from the manufacturer or distributor network 4.org. 9.96 square metres/litres at 700 microns (typical dft) 6. DE55 7JR T: 01773 837300 F: 01773 837302 W: www. Manufacturer PPG INDUSTRIES (UK) LIMITED Micro House. Wood Street North. (b) Apply PPG approved primer . Wet coverage rate Theoretical coverage 0. Alfreton. Other applications Alternative critical temperature data available on request A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application . VOC compliant as an intumescent coating in accordance with PG6/23. 60 105 0.41 0.25 0.08 0.60 0.25 0.25 0.60 0.32 0.60 0.60 0.43 0.60 140 0.28 1.60 0.60 0.25 0.56 0.25 0.15 1.46 0.60 0.58 1.38 0.60 0.45 0.60 0.59 0.60 0.02 270 0.33 0.08 1.60 85 0.27 1.13 1.60 0.66 0.60 135 0.60 0.25 0.46 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .52 0.26 0.42 0.06 0.52 1.60 155 0.49 1.56 1.60 125 0.98 0.33 0.74 0.25 0.30 0.25 0.29 0.49 0.05 290 0.66 0.25 0.39 0.60 0.01 1.06 295 0.25 0.25 0.27 1.41 0.28 0.60 0.30 1.00 255 0.34 0.32 0.28 0.12 1.asfp.40 0.60 0.36 0.59 1.69 210 0.21 1.60 80 0.60 120 0.37 0.12 1.25 0.60 0.60 0.25 0.60 90 0.46 0.49 1.25 0.41 0.60 0.44 0.43 0.30 0.25 0.36 0.50 0.22 1.28 1.24 1.53 0.60 0.28 0.59 1.29 0.60 0.43 0.28 0.60 145 0.40 0.60 45 0.25 0.93 245 0.91 0.01 0.25 0.57 0.60 65 0.60 0.25 0.27 0.47 1.25 0.60 0.07 1.41 0.60 170 0.25 0.84 0.60 0.50 1.60 0.91 0.60 0.10 1.01 260 0.44 0.63 0.60 0.25 0.01 265 0.org.45 0.60 100 0.46 1.54 0.51 1.25 1.38 0.45 0.60 0.60 180 0.60 0.77 0.63 0.38 0.98 0.60 0.39 0.44 0.24 1.18 1.30 0.55 0.96 250 0.37 0.60 0.38 0.42 0.60 130 0.16 1.87 0.60 75 0.51 1.60 55 0.25 0.32 0.40 0.79 225 0.04 280 0.62 200 0.25 0.30 0.45 0.39 0.25 0.41 0.60 0.48 0.58 0.81 0.35 0.56 1.09 1.60 0.60 60 0.10 1.60 150 0.65 205 0.18 1.60 175 0.03 275 0.28 0.60 0.60 0.60 0.60 70 0.36 0.84 0.55 1.26 0.27 0.05 0.25 0.16 1.60 0.19 1.60 1.37 0.60 0.48 1.60 0.25 0.25 0.60 0.54 1.06 1.38 0.15 1.25 0.27 0.77 0.87 0.26 0.06 300 0.28 0.94 0.51 0.25 0.25 0.19 1.29 0.34 0.43 0.33 0.37 0.60 0.42 0.47 0.09 1.49 0.33 0.35 0.76 220 0.81 0.74 0.27 0.70 0.04 285 0.33 0.25 1.44 0.60 185 0.07 0.07 305 0.60 0.31 0.54 0.33 0.60 50 0.25 0.25 0.22 1.31 0.60 0.60 190 0.60 0.21 1.46 0.31 0.25 0.26 0.60 115 0.10 See notes at end of loading tables Association for Specialist Fire Protection 269 Fire protection for structural steel in buildings th www.60 0.25 0.60 0.36 0.89 240 0.09 320 0.60 110 0.25 0.44 0.35 0.28 0.56 0.60 0.34 0.60 160 0.09 315 0.60 0.60 0.25 0.70 0.39 0.35 0.41 0.60 0.72 215 0.60 0.25 0.29 0.54 1.13 1.25 0.60 0.26 0.60 0.60 95 0.60 0.40 0.86 235 0.59 0.44 0.08 310 0.51 0.31 0.60 165 0.25 0.STEELGUARD FM2570 Product thickness (mm) for fire resistance period of 30 minutes Section Factor 3 sided 4 sided 4 sided 4 sided RHS 3 sided CHS column A/V m-1 I beam I beam I column column/beam RHS beam 40 0.57 1.05 1.94 0.53 1.83 230 0.32 0.30 1.60 195 0. 32 2.53 285 1.32 0. 2.65 0.58 0. .35 0.33 0.50 2.org.41 0.95 1.48 1.64 1.51 0.73 0.28 0.43 1.00 1.80 1.34 0.70 0. .asfp.92 0.75 85 0.69 0.44 180 0.66 0.53 0.56 1.94 1.42 1.78 1.04 1.60 0.65 2.31 0.57 1.49 1.37 0.61 1.20 255 0. .31 0.65 2.24 1.42 0.86 1.90 1.30 0.48 0.88 0.43 0.64 .83 1.85 .18 1.42 2.47 280 1.80 215 0. 2.40 275 1.88 1.STEELGUARD FM2570 Product thickness (mm) for fire resistance period of 60 minutes Section Factor 3 sided 4 sided 4 sided 4 sided RHS 3 sided CHS column A/V m-1 I beam I beam I column column/beam RHS beam 40 0.15 1. .54 0.53 1.58 1.32 1. .60 50 0.60 0.28 165 0.65 295 1.33 0.94 0.70 0.60 0.70 1.53 1.55 1.89 2.92 .27 160 0.92 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .33 1.60 0.90 225 0.65 1.75 210 0.30 1.55 2.68 1.60 0.60 0.70 2.44 0.25 0.43 0.60 60 0.94 1. 2.85 1.95 1.40 1.27 0.40 1.84 0.60 1.75 1.10 1.60 70 0. .93 1.35 0.06 1.91 . .88 1.53 1.42 2.35 1.79 0.72 0.36 0.82 0.63 1. 2.10 2.06 1.28 0.60 195 0.39 0.87 0.37 0.83 0.60 0.87 0.20 1.51 1.60 55 0.25 260 1.65 200 0.24 2.55 2.38 0.09 100 0.98 1.43 1.45 1.05 240 0.15 2.30 1.75 2.76 0.92 1.61 0. - 320 1.12 110 0.41 0.19 135 0.33 2.50 2.04 2.88 0.26 1.95 . 2. . .05 2.95 230 0.60 1.93 1.42 1.37 0.44 0.29 0.81 0.38 1.25 155 0.44 0.33 1.60 0.81 0.13 115 0. .74 .15 1.76 0. .88 .64 0.66 0.70 300 1.53 0. - 315 1.85 220 0.51 0.58 1.31 0.60 0.72 1.56 0.48 1.86 .20 2.29 0.53 1.33 1.70 0.10 1.88 2.00 235 0.18 130 0.40 0.60 65 0.60 1. - 310 1. . 2.10 105 0.32 0.60 290 1.10 245 0.35 1.48 0.00 1. - 305 1.55 1.66 1.42 .37 175 0.43 0.00 1.00 1.15 1.94 2.20 1.73 1.55 190 0.60 2.70 205 0.06 1.77 0.74 0.75 0.20 1.29 0.54 1.49 0.45 1.33 1.35 270 1.21 140 0.75 2.07 95 0.60 0.50 1.32 0.81 0.60 0.38 1.89 .89 1.64 0.25 1.33 0.10 1.26 0.65 1.46 0.15 250 0.24 150 0.72 0.25 1.64 0.92 2.35 0.97 2.94 0. 2.26 0.63 0.04 1.95 90 0.70 1.60 0.48 1.50 1.80 1.87 2.30 170 0.46 1.59 0.60 75 0.30 265 1.53 .39 0.68 0.97 0.85 1.56 0.60 45 0.74 1.08 1. - See notes at end of loading tables Association for Specialist Fire Protection 270 Fire protection for structural steel in buildings th www.60 2.60 80 0.00 2.10 1.60 0.50 185 0.16 125 0.70 1.70 2.25 0.22 145 0.81 1.41 0.85 0.91 1.89 0.78 0.28 0.15 120 0.26 0.58 1.31 0.41 0.50 1.45 0.39 0.61 0.05 1.02 1.94 . . .25 135 1.45 1. .70 1. .13 2. .14 2.69 1.89 .66 .59 0.35 1.10 235 2.10 . . .90 1. . .01 1.81 0.70 0.30 1.88 .70 1. .11 2.10 2.21 .24 .89 2.06 .71 75 1.99 .66 70 0. 3. - 265 2.78 . . 2.40 1.60 1.88 1.16 2.93 100 1.55 0. 2. .26 255 2. 1.87 2.60 1.55 0.50 1. . - 270 2.48 50 0.65 1. 2.27 3.99 1.81 1. . - 285 3. .24 2. .72 . 2.35 35 0. - 280 2.30 30 0.40 2.06 2.27 . . 2.82 .84 1.27 2. .30 1.53 2.95 1. .55 0.72 1.55 0.20 2.org.44 45 0. .08 3.40 . 2. - See notes at end of loading tables Association for Specialist Fire Protection 271 Fire protection for structural steel in buildings th www.78 2. .33 1. .65 2. .34 145 1. 3. . .60 0.55 1. .32 . 2.80 1. .78 2.20 1.44 1.42 . .13 .20 130 1.17 3.23 3. . 2. .76 1.65 .65 1.77 2.50 1.70 0.14 240 2.30 2. .59 1.40 1. . . . 2.50 1.80 1.23 1. 2. .95 .97 2. 2. .91 1.60 2. . . 2. 2. . .75 80 1.20 3.29 140 1.23 .93 2. .70 185 2.16 .18 2.98 105 1.39 40 0. .84 .69 .asfp. . 2.15 .22 250 2. - 295 .70 1.74 190 2.78 195 2.00 .88 . .02 2. .00 2.03 2.57 60 0. 2. 2.30 1.60 1.91 1.80 2.94 .39 1.91 0.00 1.08 .30 2.01 2. .56 170 1.02 225 2. .60 1.18 245 2.15 3. 2. . .55 1.53 .90 1. - 275 2.55 0. 2.13 1.75 1.83 2.55 1.18 .77 .45 2.91 . .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .62 65 0. . 2.80 1.71 .30 .89 95 1.53 55 0. . . 3.STEELGUARD FM2570 Product thickness (mm) for fire resistance period of 90 minutes Section Factor 3 sided 4 sided 4 sided 4 sided RHS 3 sided CHS column A/V m-1 I beam I beam I column column/beam RHS beam 25 0.11 120 1.02 . .54 1. 2.33 3.33 2.13 2.00 1.16 125 1.82 200 2.30 260 2. .40 1.32 3.30 1. 1.86 205 2. 2.55 2. - 290 .94 215 2.70 1. - 305 .98 220 2. 3.50 2. . - 300 .90 1.40 3.75 2. .84 90 1.20 1.10 1. . .76 . . .00 3.00 .65 2.02 110 1.80 1.55 1.21 2.60 . .61 175 1.09 2.53 . .72 1.55 0.06 230 2.23 2. .52 165 1. .00 2.38 150 1. .47 3.07 115 1. .55 0.90 2. . 3.80 85 1.47 160 1.80 . . 2.10 2.42 2. 2. .73 1. 3.49 1.55 0.40 3.43 155 1.90 210 2. .65 180 1. . 3. 3. .06 2. 57 70 1.27 2. . 3.40 .15 . - 205 .90 2.03 155 2.93 2.76 2. 2. 2. . .83 140 2.10 160 2. 2.80 2. - 240 .57 45 1.91 3. . - 235 . .05 2.48 3. - 280 .62 2. . .20 .25 . - 295 .86 2.57 55 1.90 2.00 2.53 1. . - 180 3. 2. . .57 115 2.18 1.05 . .76 2.57 3. . .47 1. . . . .53 2. .05 . .14 . . .83 2.73 3. . .40 . .93 2.57 50 1. 2. 2.60 1. . .23 . . 3. - 245 .62 1.00 3.40 2. - 220 . . - 300 .14 2.88 .13 2.57 80 1. .25 .70 130 2.33 2.18 2. .63 125 2.79 2.72 2. . . - 285 .72 2.23 2. 2. . . .20 2.70 2. . . .25 3.70 2. . - 190 3. . - 185 3. . . .10 .70 2.40 3. - 200 . - 250 .13 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .40 1.97 2.STEELGUARD FM2570 Product thickness (mm) for fire resistance period of 120 minutes Section Factor 3 sided 4 sided 4 sided CHS column RHS 4 sided RHS 3 sided A/V m-1 I beam I beam I column column/beam beam 25 1. . . . - See notes at end of loading tables Association for Specialist Fire Protection 272 Fire protection for structural steel in buildings th www.67 1.30 .57 75 1.76 2. . - 195 .08 3. .97 2.53 1.77 135 2. . . . .33 1.44 2.86 2. . 2.32 .87 2. .65 3. . . . .57 120 2. . - 210 . .97 1.05 3.57 110 2.70 2. - 275 . - 230 .00 3. .79 2. .32 2.17 165 3.00 2.57 30 1. - 215 . .57 85 1. 3.57 65 1.57 60 1. - 260 .88 2. .35 2.35 1.83 2.35 3. . . . .20 1.70 2. .15 3. 2. . .27 2. . . .57 40 1.53 2. .40 3. . .23 170 3. .07 2. . .35 . - 255 .79 1.88 1. - 270 .asfp. .64 2.70 2. . . . . . 2. .27 1. . .57 105 2.17 . . 2.org.93 2. . .97 3. . . . . .53 .07 1. .09 2. . . .27 1.70 2. . .32 .97 150 2. .57 90 1.00 3.20 3.90 145 2.88 2. . .57 95 1.40 . . 3. .10 3. .30 3.09 1.57 35 1. . - 265 . . . .00 .00 1.00 1. . .76 .73 1.30 175 3.82 3. . . . - 305 . - 225 .79 2. .64 . 3. 2. . . - 290 .57 100 2. 2. .70 1.44 1.00 2. B 5. 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.org. Notes This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 273 Fire protection for structural steel in buildings th www. Primer shall be supplied by PPG. For A/V values outside this range consult PPG. Consult your PPG representative for compatibility advice on other manufacturers primers. Loadings for calculated critical temperatures outside this range are available from PPG. 4. Figures above are dry film thickness in mm and do not include primer. 6. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. Interpolation of loading requirements for A/V values between those stated above is acceptable. 620°C for 3 sided I beams. Quoted loadings assume critical temperatures of 550°C for I columns. 3. 520°C for 4 sided CHS/SHS/RHS columns and 590°C for 3 sided SHS/RHS beams.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).STEELGUARD FM2570 Notes to tables 1. 2.asfp. Wood Street North. Good impact and abrasion resistance. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10.07 square metres/litres at 700 microns (typical dft) 6.please consult manufacturer for individual project recommendations (e) Steelguard FM551 can be left externally without a topseal for up to 52 weeks. Can be left up to 52 weeks externally without a topseal. humidity of 85% (a) Abrasive blast clean to ISO 8501-1 Sa 2½. DE55 7JR T: 01773 837300 F: 01773 837302 W: www. Wet coverage rate Theoretical coverage 1.STEELGUARD 551 1. Nominal specific gravity Nominal Density 1. (b) Apply PPG approved primer .35 kg/l Nominal Volume Solids 75 +/.ppgpmc. Steelguard FM561 faster drying off site grade is also available. Association for Specialist Fire Protection 274 Fire protection for structural steel in buildings th www. 2.com 3. Other applications N/A A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application .org. Alfreton. however. On site use Normally used for on site application by airless spray.3% 5.asfp. Product description Thin film intumescent coating for internal and external structural steelwork with decorative topseal range.Surface temperature min 5°C max 50°C and max. (f) Refer to Steelguard FM551 product data sheet before using. hot humid environments or immersed conditions. Appearance White or grey. 9.no topseal required for dry internal C1 conditions (ISO 12944) . matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7.see thickness table. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns. During this period. Availability Supplied direct from the manufacturer or distributor network 4. Manufacturer PPG Industries (UK) Limited Micro House. Durability Designed for external exposure when suitably primed and finished. 8. (d) Apply topseal if necessary .uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Station Approach. Steelguard FM551 must be protected from pooling water. VOC compliant as an intumescent coating in accordance with PG6/23.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM551 . 635 0.289 295 0.635 0.002 1.635 45 0.442 1.635 0.238 0.081 1.635 0.635 0.524 0.230 0.176 0.310 0.209 0.282 0.008 230 0.660 0.280 0.635 0.215 0.org.247 0.331 0.332 305 0.176 0.635 0.795 0.241 1.889 0.197 0.698 1.602 0.621 0.887 1.697 0.339 0.049 0.201 0.200 0.660 1.830 1.243 0.192 0.412 0.258 0.621 1.792 1.030 1.176 0.337 325 0.635 0.241 0.307 0.401 Association for Specialist Fire Protection 275 Fire protection for structural steel in buildings th www.030 235 0.176 0.983 1.716 0.563 1.198 0.299 0.299 1.635 0.203 0.640 0.370 0.203 0.241 0.267 0.227 0.252 0.635 0.302 0.331 0.857 195 0.113 1.259 0.428 0.408 0.411 0.246 285 0.241 0.267 0.659 0.909 165 0.427 0.945 1.728 155 0.189 0.264 0.212 0.418 0.403 0.737 0.635 65 0.582 0.209 0.469 0.241 0.698 0.370 0.176 0.635 0.279 0.849 1.814 185 0.635 0.635 0.814 0.212 0.466 0.198 0.354 0.369 135 0.426 0.278 0.986 0.021 1.270 0.761 0.640 0.754 0.200 0.273 0.224 280 0.678 0.486 0.635 0.379 0.176 0.943 0.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .679 0.191 0.640 1.382 0.389 0.249 0.181 270 0.563 0.218 0.253 0.176 0.256 0.176 0.835 190 0.183 0.296 0.679 1.729 0.635 0.564 0.544 0.256 0.180 0.953 0.227 0.442 0.177 1.635 0.383 0.526 0.250 0.315 0.206 0.862 105 0.505 0.330 0.635 0.408 0.176 0.247 0.189 0.253 0.261 0.737 1.544 1.206 0.051 240 0.943 215 0.217 0.255 0.900 205 0.176 0.259 0.354 310 0.176 0.635 50 0.926 1.635 0.246 0.635 0.486 0.264 0.176 0.621 0.224 0.218 0.291 0.375 315 0.138 260 0.209 1.339 0.356 0.230 0.331 0.235 0.186 0.857 0.868 1.STEELGUARD 551 Product thickness (mm) for fire resistance period of Product thickness (mm) for fire resistance period of Section 30 minute 60 minute Factor 3-Sided 4-Sided 4-Sided RHS 4 3-Sided 4-Sided 4-Sided RHS 4 A/V m-1 I Beam I Beam I Column Sided I Beam I Beam I Column Sided Column Column 30 0.635 40 0.291 0.635 35 0.235 0.456 140 0.835 0.347 0.398 0.756 170 0.427 1.363 0.291 0.176 0.921 0.267 0.811 1.921 210 0.285 0.387 0.635 70 0.635 60 0.368 1.224 0.073 245 0.290 0.793 0.312 0.456 0.215 0.186 0.355 0.186 0.294 0.776 0.635 0.857 0.189 0.825 0.270 0.456 1.221 0.094 250 0.176 0.324 0.294 0.244 0.635 75 0.221 0.272 0.220 0.276 0.183 0.350 0.275 0.276 0.232 0.200 125 0.921 0.288 0.635 0.176 0.183 0.635 0.398 1.488 0.288 0.299 0.635 0.223 0.818 160 0.302 1.116 120 0.389 0.233 0.159 265 0.312 0.339 1.180 0.773 0.965 220 0.283 0.176 0.192 0.693 95 0.031 115 0.176 0.635 0.238 0.947 110 0.273 1.507 0.323 0.878 0.244 0.279 0.235 0.350 0.176 0.635 0.635 55 0.383 1.176 0.635 0.395 0.371 0.637 150 0.545 0.296 0.635 0.278 0.430 0.282 0.964 1.229 0.718 0.635 0.635 0.212 0.343 0.635 0.305 320 0.602 1.250 0.450 0.368 0.180 0.176 0.602 0.233 0.194 0.209 0.262 0.718 1.756 0.635 90 0.176 0.583 0.524 0.176 0.354 1.665 0.214 0.395 0.238 0.273 0.985 0.226 0.878 200 0.965 0.635 0.201 0.635 0.203 0.202 275 0.285 130 0.635 85 0.635 0.176 0.176 0.244 0.324 1.008 1.635 0.280 0.735 0.188 0.asfp.776 175 0.635 0.285 0.778 100 0.412 1.116 255 0.267 0.447 0.195 0.267 290 0.900 0.195 0.635 0.311 300 0.411 0.795 180 0.466 0.211 0.303 0.017 0.201 0.264 0.369 0.582 1.986 225 0.201 0.428 0.256 0.317 0.447 0.241 0.262 0.206 0.635 80 0.505 0.635 0.310 1.907 1.222 0.270 0.145 1.233 0.697 0.547 145 0.369 330 0. Consult PPG for advice on A/V for both standard & non-standard steel section sizes. For A/V values outside this range consult PPG. 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab. 2. Quoted loadings assume critical temperatures of 550°C for I columns/4-sided I beams. B 5. Notes This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 276 Fire protection for structural steel in buildings th www. 6. 4. Primer shall be supplied by PPG. 620°C for 3 sided I beams and 520°C for 4 sided SHS/RHS. Figures above are dry film thickness in mm and do not include primer.Notes to tables 1. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres).uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.org. Interpolation of loading requirements for A/V values between those stated above is acceptable. Consult your PPG representative for compatibility advice on other manufacturers primers. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc. 3. uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .asfp.THIS PAGE IS LEFT INTENTIONALLY BLANK Association for Specialist Fire Protection 277 Fire protection for structural steel in buildings th www.org. DE55 7JR T: 01773 837300 F: 01773 837302 W: www. Wood Street North.35 kg/l Nominal Volume Solids 75 +/. Wet coverage rate Theoretical coverage 1. Product description Thin film fast drying off site intumescent coating for internal and external structural steelwork with decorative topseal range.07 square metres/litres at 700 microns (typical dft) 6.no topseal required for dry internal C1 conditions (ISO 12944) .org. Performance in other BS tests Manufactured in accordance with BS EN ISO 9001 10.ppgpmc. Durability Designed for external exposure when suitably primed and finished. On site use On or off site application by airless spray. Availability Supplied direct from the manufacturer or distributor network 4. however. Nominal specific gravity Nominal Density 1.com 3.Surface temperature min 5°C max 40°C and max. humidity of 85% (a) Abrasive blast clean to ISO 8501-1 Sa 2½. Other applications N/A A Protection technique Profile B Application technique Airless spray or brush C Specification of system Application .asfp. VOC compliant as an intumescent coating in accordance with PG6/23. Association for Specialist Fire Protection 278 Fire protection for structural steel in buildings th www. The blast profile achieved should be approximately 75 microns and should not exceed 100 microns.please consult manufacturer for individual project recommendations (c) Apply Steelguard FM561 . matt when dry Decorative topseals available in full Ral & BS4800 colour range including metallic & MIO shades 7. (b) Apply PPG approved primer . (d) Apply topseal if necessary . Manufacturer PPG Industries (UK) Limited Micro House. Steelguard FM561 must be protected from pooling water. 2. During this period. hot humid environments or immersed conditions. Alfreton. (f) Refer to Steelguard FM561 product data sheet before using.3% 5.please consult manufacturer for individual project recommendations (e) Steelguard FM561 can be left externally without a topseal for up to 52 weeks.STEELGUARD 561 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Station Approach. Can be left up to 52 weeks externally without a topseal. 9. 8. Good impact and abrasion resistance. Appearance White or grey.see thickness table. 285 0.427 0.280 0.317 0.339 1.635 0.270 0.795 0.270 0.283 0.176 0.698 1.159 265 0.347 0.244 0.889 0.176 0.729 0.246 0.030 1.793 0.635 0.370 0.176 0.296 0.635 0.387 0.227 0.235 0.582 1.582 0.180 0.921 210 0.678 0.792 1.878 200 0.201 0.354 0.246 285 0.635 0.383 1.379 0.369 135 0.282 0.985 0.526 0.369 0.635 0.212 0.243 0.299 1.017 0.398 1.635 0.299 0.288 0.698 0.116 255 0.635 50 0.830 1.368 0.583 0.776 0.986 225 0.375 315 0.288 0.507 0.355 0.201 0.635 0.181 270 0.176 0.201 0.192 0.564 0.276 0.868 1.186 0.442 1.370 0.212 0.849 1.285 130 0.116 120 0.198 0.258 0.983 1.369 330 0.226 0.241 0.635 0.030 235 0.947 110 0.635 0.716 0.307 0.183 0.176 0.323 0.275 0.224 0.660 0.252 0.302 1.250 0.232 0.241 1.206 0.113 1.215 0.635 0.189 0.203 0.818 160 0.305 320 0.337 325 0.339 0.814 0.778 100 0.241 0.363 0.282 0.191 0.270 0.773 0.428 0.311 300 0.398 0.466 0.189 0.635 80 0.145 1.081 1.635 0.456 1.635 0.635 0.382 0.403 0.218 0.945 1.857 0.621 1.635 0.776 175 0.545 0.285 0.176 0.456 140 0.909 165 0.241 0.230 0.312 0.383 0.964 1.635 0.900 0.401 Association for Specialist Fire Protection 279 Fire protection for structural steel in buildings th www.635 0.279 0.635 85 0.825 0.728 155 0.469 0.267 290 0.008 1.291 0.635 0.267 0.206 0.332 305 0.640 0.635 0.665 0.262 0.176 0.008 230 0.635 0.267 0.002 1.302 0.862 105 0.737 1.267 0.294 0.544 1.256 0.278 0.635 0.249 0.189 0.602 1.176 0.176 0.635 0.428 0.195 0.233 0.857 195 0.176 0.635 0.176 0.505 0.635 0.247 0.273 0.635 0.907 1.186 0.073 245 0.186 0.176 0.697 0.447 0.192 0.756 0.253 0.635 0.965 0.324 1.339 0.857 0.635 40 0.244 0.267 0.235 0.697 0.259 0.887 1.635 0.195 0.635 0.835 190 0.218 0.291 0.272 0.233 0.660 1.uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 .227 0.206 0.214 0.233 0.635 0.176 0.188 0.183 0.418 0.176 0.176 0.488 0.718 1.354 1.926 1.194 0.241 0.212 0.229 0.389 0.835 0.209 0.176 0.217 0.426 0.176 0.878 0.635 0.635 0.294 0.221 0.021 1.209 0.635 45 0.280 0.544 0.296 0.299 0.331 0.235 0.354 310 0.224 0.209 0.635 65 0.255 0.198 0.176 0.602 0.094 250 0.331 0.315 0.640 0.563 1.679 0.276 0.718 0.238 0.200 0.203 0.659 0.264 0.371 0.211 0.278 0.395 0.350 0.256 0.986 0.259 0.693 95 0.253 0.310 1.442 0.264 0.343 0.737 0.238 0.635 0.635 0.264 0.223 0.602 0.176 0.200 125 0.290 0.921 0.224 280 0.756 170 0.STEELGUARD 561 Product thickness (mm) for fire resistance period of Product thickness (mm) for fire resistance period of Section 30 minute 60 minute Factor 3 Sided I 4 Sided 4 Sided I RHS 4 3 Sided I 4 Sided 4 Sided RHS 4 A/V m-1 Beam I Beam Column Sided Beam I Beam I Column Sided Column Column 30 0.368 1.635 70 0.303 0.811 1.273 0.466 0.411 0.291 0.621 0.220 0.031 115 0.256 0.735 0.761 0.635 75 0.430 0.176 0.330 0.795 180 0.921 0.563 0.289 295 0.943 215 0.273 1.900 205 0.505 0.427 1.247 0.635 0.356 0.049 0.943 0.524 0.408 0.221 0.222 0.324 0.183 0.209 1.051 240 0.180 0.261 0.238 0.279 0.754 0.456 0.814 185 0.176 0.547 145 0.953 0.176 0.230 0.312 0.176 0.635 35 0.447 0.asfp.640 1.138 260 0.408 0.412 1.637 150 0.org.201 0.635 60 0.524 0.389 0.241 0.635 55 0.412 0.202 275 0.411 0.200 0.203 0.635 0.395 0.262 0.176 0.486 0.635 0.635 0.177 1.215 0.331 0.621 0.635 90 0.679 1.244 0.965 220 0.486 0.180 0.635 0.350 0.250 0.197 0.450 0.310 0. uk SPRAYED REACTIVE INTUMESCENT COATINGS 4 Edition revised 28 Apr 08 . Consult PPG for advice on A/V for both standard & non-standard steel section sizes. B 5. Calculation of A/V Values The section factor A/V (Hp/A) of a steel member is calculated by dividing the perimeter of steel section exposed to fire (in metres) by its cross sectional area at that point (in square metres). 620°C for 3 sided I beams and 520°C for 4 sided SHS/RHS. 6. Figures above are dry film thickness in mm and do not include primer. 3. For A/V values outside this range consult PPG. Consult your PPG representative for compatibility advice on other manufacturers primers.asfp. Interpolation of loading requirements for A/V values between those stated above is acceptable. 4. Notes This product is certified by a 3rd Party Certification body accredited to ISO Guide 65 The data provided complies with the principles of the ASFP/BCF/ICF industry Guidance and Sections 3 and 5 or 6 of this Yellow Book Association for Specialist Fire Protection 280 Fire protection for structural steel in buildings th www.Notes to tables 1.org. Primer shall be supplied by PPG. 2. For composite beams supporting steel deck floors thickness should be modified in line with ASFP “Yellow book” recommendations as referred in Building Regulations Approved Doc. Quoted loadings assume critical temperatures of 550°C for I columns/4-sided I beams. 3 sided beam loadings assume the section to be supporting a dense aggregate concrete slab.